7/7 


UNIVERSITY  r 

Bean,  College  of  c,w\  Eng; 


ERRATA. 

Page  38,  second  formula,  in  left  hand  column, 
should  read  y=  V(«+«.o  *+£**. 


70,  second  line,  should  read  "the  black 
whic'li  is  to  be  painted'  instead  of  "the  flat 
which  is  to  be  painted.'7 

Page  85  ;  eleventh  line,  should  read  "uneven 
number  of  panels"  instead  of  "even  number  of 
panels." 


UNIVERSITY  OF  CALIFORNIA 
'.i.PARTMENT  OF  CIVIL  ENGiNSEi? 
BERKELEY.  CALIFO^XJA 


UNIVERSITY  r> 

Bean,  College  M   ;>yi|  Eng; 


CIVIL  ENGINEERING 

U.  of  C. 
ASSOCIATION  LIBRARY 


CIVIL  ENGINEERING 
U.  of  C. 

ASSOCIATION  mm] 


UNIVERSITY  OF  CALIFORNIA 
i.PARTMENT  OF  CIVIL 

BERKELEY.  CALi:  0,;:> 


AMERICAN  BRIDGE  COMPANY 


STANDARDS 


FOR 


STRUCTURAL   DETAILS 


1901 


ENGINEERING   DEPARTMENT, 

C  C.  SCHNEIDER, 

Vice-President 

PAUL  L.  WOLFEL, 

Chief  Engineer 


Engineering 
Library 

NOTK. 

All  shapes  are  those  manufactured 
by  the  A.  &  P.  Roberts  Co.  Pencoyd 
Iron  Works. 

For  Carnegie  Steel  Co.'s  shapes  see 
Appendix. 


,V» 

K 


PREFACE. 

IN  order  to  obtain  uniformity  in  the  work  done  at  the  various 
plants  of  the  American  Bridge  Company,  it  has  been  deemed 
advisable  to  prepare  a  system  of  standards  for  use  in  every  engi- 
neering office  to  asssist  the  engineers  and  draughtsmen  in  making 
detail  and  shop  drawings. 

These  standards  are  the  result  of  years  of  experience.  They 
have  been  revised  from  time  to  time  in  order  to  keep  pace  with 
the  progress  made  in  the  art  of  designing,  and  particular  attention 
has  been  paid  to  have  them  adapted  to  the  latest  improvements  in 
tools  used  in  bridge  construction.  They  also  contain  such  useful 
tables  and  information  as  will  be  found  convenient  in  every 
engineering  office  where  steelwork  is  being  designed. 

This  present  edition  is  a  revision  of  former  standards.  Before 
finally  adopting  the  same  as  the  standards  of  the  American  Bridge 
Company,  the  engineers  of  the  different  plants  were  consulted  and 
their  suggestions  incorporated,  so  that  these  standards,  as  now  pre- 
sented, are  applicable  to  steel  structures  of  all  kinds. 

PENCOYD,  September,  1901. 
C.  C.  SCHNEIDER, 

Vice- President. 

PAUL  L.  WOLFEL, 

793205 


CONTENTS. 


BEAMS   AND   CHANNELS.  PAGB 

Beams,  weights,  dimensions,  framing,  etc.              ...  1  and  2 

"        connections  for  beams  of  different  depths  (framing  opposite)  .         5 

"        connections  to  cast-iron  columns   .             .  .  .  .8 

Channels,  weights,  dimensions,  framing,  etc.           .  .  .  .3 

"         weights,  areas,  dimensions,  etc.  (bridge  work)  .  .  .4 

Beams  and  Channels,  standard  punching  in  web  .  'J  und  10 

Anchors                .             .             .             .             .  .  .  .6 

Separators  ........         7 

ANGLES. 

Weights  in  pound  per  foot            .             .             .  .  .  .11 

Actual  size  of  legs            .             .             .             .  .  .12 

Areas  in  square  inches      .              .              .              .  .  .  .13 

TEES. 

Weights,  areas,  dimensions,  etc.    .             .             .  .  .  .14 

Z-BARS. 

Z-bars,  weights,  areas,  dimensions,  etc.      .             .  .  .  .15 

Z-bar  columns,  weights,  areas,  dimensions,  etc.      .  .  .  .16 

RIVETS   AND   BOLTS. 

Rivets,  shearing  and  bearing  values           .             .  .  .  .17 

"       proportions  and  conventional  signs               .  .  .  .18 

"       lengths  of  field-rivets  for  variant  grips        .  .  .  .19 

Bolts,  lengths,  for  variant  grips     .              .              .  .  .  .20 

"      dimensions  for  heads,  nuts,  etc.       .             .  .  .  .22 

Rivets  and  bolts,  lengths  for  framing  beams           .  .  .  .21 

Staggering  of  rivets         .......       23 

Rivet-spacing  in  angles,  clearance  for  driving,  etc.  .  .  .24 

PINS   AND   NUTS. 

Maximum  bending  moments  on  pins          .              .  .  .  .29 

Pins  with  lomas  nuts         .              .              .              .  .  .  .25 

Cotter  pins           .             .             .             ...  .  .  .26 

Pilot  nuts  ........       27 

Driving  nuts        .             .             .             .             .  .  .  .28 

EYEBARS. 

Ordinary  and  adjustable  .......       30 

RODS. 

Standard  upsets  for  round  and  square  bars             .  .  .  .31 

Sleeve  nuts  and  turnbuckles         .                           .  .  .  ,32 

Looprods,  allowance  for  eye,  round  and  square  bars  .  .  .33 

Clevises  .....  34 


CONTENTS. 


FLOORING.  PAGE 

Corrugated  and  Z-bar  flooring  .  .  .  .  .  36 

Buckled  plates  .  .  .  .  .  .  .  .35 

MISCELLANEOUS. 

Lacing     .........       37 

Mensuration         .             .             .             .             .  .  .             .38 

Wood  screws,  spikes  and  nails       .             .             .  .  .             .39 

Wrought-iron  tubes          .             .             .             .  .  .             .40 

TABLES. 

Ordinates  for  16-foot  chords         .             .             .  .  .41  and  42 

Table  of  bevels    .             .             .             .             .  .  .  '         .       43 

Natural  tangents               .             .             .             .  .  .             .44 

Multiplication  table  for  rivet-spacing         .             .  .  .45  and  46 

Extreme  lengths  of  plates  (rolled  by  Carnegie  Steel  Co.)  .  .       47 

Decimal  parts       .             .             .             .             .  .  .             .48 

SAMPLE   DRAWINGS. 

Title  for  bridge  work        .             .             .             .  .  .             .49 

"      "    building  work     .              .              .              .  .  .              .51 

Erection  diagram  for  truss  bridges             .             .  .  .             .50 

Column  schedule  (buildings)         .             .             .  .  .             .52 

Floor  plan  (buildings)      .....  .53 

Beam  sketches      .             .             .             .             .  .  54  to  57 

CORRUGATED   STEEL  WINDOWS   AND  DOORS. 

Corrugated  steel                .             .             .             .  .  .          58  to  60 

Ordinary  window-sash      .              .              .              .  .  .              .61 

Swing  sash           .             .             .             .             .  .  .             .62 

Continuous  fixed  sash       .             .             .             .  ...  .63 

sliding  sash     .              .              .              .  .  .             .64 

Counterbalanced  windows               .              .              .  .  .65  and  66 

Double-hung  weighted  windows    .             .             .  .  .67  and  68 

Standard  door      ........       69 

Corrugated  sheeting  for  buildings  and  roofs  (description)  .          70  to  77 

RULES   FOR   MAKING   SHOP-DRAWINGS. 

General  rules       .             .             .             .             .  .  .          78  to  82 

Plate  girder  bridges          .             .             .             .  .  .          83  to  85 

Truss  bridges       ...  ...       86  and  87 

Office  buildings,  warehouses,  etc.               .             .  .  .          88  to  91 

Appendix  to  rules  for  making  shop-drawings         .  .  .92  and  93 

Points  to  be  observed  in  order  to  facilitate  erection  .  .       94  and  95 

APPENDIX  (shapes  rolled  by  Carnegie  Steel  Co.). 

Beams,  weights,  dimensions,  framing,  etc.               .  .  .97  and  98 

Channels,    "               "                            "                 .  .  .99 

Z-bars,  weights,  areas,  dimensions,  etc.      .             .  .  .             .100 

Angles,  weights  in  pounds  per  foot            .              .  .  101 

areas  in  square  inches      .                           .  .102 


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SIZE 

WEIGHT5 

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SIZE 

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SIZE 

WE  GHT1  SPFATN  "*     SIZE 

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19.75 
17.25 
14.75 
12.25 
9.7a 

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2~ 

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0-3- 

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16 

15 
32 
3 
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7 
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21 

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16 
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19.75 
17.25 
14.75 
12.25 
9.75 

7 

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15.50 
13.00 
10.50 
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111 

17 
32 
13 
32 

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15.50 
13.00 
10.50 
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11.50 
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11.50 
9.00 
6.50 

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6.25 
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32 
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1 
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7.25 
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Weights,  Areas,  Dimensions,  etc.,  etc. 

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85.1 

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0.6 

31 

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32.5 

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8.7 

9- 

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29.4 

12 

Tliese  weights  are  used  in  Bridge  "W  ork 

O33 

2 

*  8 

for  chords,   posts,   etc. 

7.9 

oi 

032 

7 

la 

26.9 

liS 

When  ordering  from   Mill  give  weight 

I 
0 

7.2 

33^ 

3 
B 

24.3 

1— 

if 

10 

1 
2 

3 

4 

and  section  of  L 
3-13"xg6.9*t         (Light  Section)   83'-  4" 

-• 

6.4 

031 

^32 

5 
IS 

21.8 

Is 

6.0 

2S 

9 
33 

20.5 

IS 

„" 

Set  back  ^  for 
50  ami  over 

)           o  oc 

)0o           (               (            o0< 

>°°  "#  \     y^r  °oc 

\  —           —  1              1 



1  *H      ooc 

)OO 

' 

--*      (              N    i—  °- 

1-4,"?           Ptl     ooc 

15"at 

trf  12"                                  12  an 
12"  at 
12"an 

d  10"                                  !O"an 
;d  9"                                   I0"an 
d  8                                        9'  an 

d  9" 
d  S" 
'1  8" 

BEAF1S 

Connections  for  beams  of  different  depths. 
(  framing  opposite  ) 


15  and  10 
15" and  9' 
15  'and  8' 


Cut  is  }4  for'50* 
and  over. 

15  and  7 


oc 


CX 


-£•!•*  / 
J.M    \ 


12  and  6 


,CK, 


o 


Cut  is 

and  over. 

12  and  7 


)O  O 

>o"o 


1O  and  6 
9  "and  6 ' 
8 'and  6' 


1O  and  7 
9"and  7 
8" and  ?' 


7  and  6 


Use  standard  gauge  (3-^  )  in  connection  La  on  beam  with  lightest  web. 
The  first  hole  in,  connection  Is  is  3|    from  bottom  of  beam  in  all  cases 

,;  \  Min.  8^ 

except  ffihen.  a  7    beam  frames  opposite  in  which  case  the  con-  K 

nection  is  special. 


ANCHORS 


Anchor      1 

A-"  Round,  length    •_'     0 


Anchor     2 
2    £'   6"x    0"x  HJ'X.   0'  8"  Bolted  Infield,  |-"Bolts 


I 


_J 


Anchor     3 


l"Round,  length   l'   0  ")  _  .  //„ 

4         .  „  .,  !•  Bolted  liifleld,  \    Bolts. 

8"x         Flat     »      1'    1" 


Anchor     4 

Bolt.  Plain,  cquare  wanher 
or  Cant  Iron  Rosette. 


rf=h 

I 

; 

II 

Hacked  Bolt. 

Size  aud  length  of  bolts  variable. 


Split  Bolt. 
Punch  holes  f-    larger  than  size  of  bolt*. 


Expansion  Bolt. 

In  ordering,  give  Metal  to 
be  Tautened,  also  IHum. 
and  length  of  Bolt. 


SEPARATORS. 


All  Dimensions  In  Inches. 


Cast  Iron 


IS  I 


W 


SIZE 

OF 

BEAM 


STANDARD  DIMENSIONS 


DISTANCE 
BETWEEN 


D 


M  N.   WIDTH 


W 


T 


WEIGHTS 


OF  SEPARATOR 
FOR  1  AODIT'L 
SPREAD  OF  I 


BOLTS 
AND 
NUTS 


INCR.    IN  WT. 

OF  BOLTS 
FOR  1"  ADDIT'L 
SPREAD  OF  I 


SIZE 

OF 

BEAM 


24 
20 

& 

15 

12 

10 

0 

8 
7 
6 


12 

12 

9 

F7l 
l~5 

5 

One  Hole 


20 
16 
14 
Hi 

81- 

75 


28.00 

23.00 

21.00 

14.75 

9.75 

6.50 

5.75 

4.50 

3.75 

2.25 


4.50 
3.20 
2.75 
1.80 
1.50 
1.25 
1.10 
1.00 
.75 
.60 


2.84 
2.70 
2.60 
2.40 
2.28 
1.08 
1.04 
1.01 
0.95 
0.93 


.248 


.124 


24 
20 

18 

IS 

12 

10 

9 

8 

7 

6 


Bolts  -j  diam. 

Beams  should  be  spread  so  that  width  of  separator  fi  W"  comes  in  even  quarters  of  an  inch. 


Gas-pipe 


SIZE 

OF 

BEAM 


STANDARD  DIMENSIONS 


MIN.    LENGTH 


21 


NOMINAL 

DIAMETER 

OF  P  PE 


WEIGHTS 


.28 
.26 
.21 


OF  SEPARATOR 
FOR  1*  ADDIT'L 


SP 


OF  I 


BOLTS 
AND 
NUTS 

.9 

.87 

.82 


INCR.    IN  WT. 
OF  BOLT 

SPREAD  OF  I 

.124 


SIZE 

OF 

BEAM 


4 

3 


Bolts          (1  iain. 


BEAMS. 
Connections  to  Cast-iron  Columns. 


21-' 


20518' 


15 


All  seats  to  slope  l/&". 

All  webs  on  lugs  to  be  W  thick. 

When  the  metal  in  the  shaft  of 
the  column  is  of  less  thickness 
than  that  of  the  stifteiier  under 
seat,  the  shaft  should  be  in- 
creased to  same  thickness  as  stif- 
fener  for  a  distance  of  G"  below 
to  G"  above  seat. 


BEAFIS  ANDrCHANNELS. 
Standard  Punching  In  Web. 

SIZE  OF 
BEAM 

WEIGHT 
PER  FT. 

MIN. 
DIST. 

a 

MiN. 
DIST. 

b 

INCHES 

UBS. 

INCHES 

INCHES 

*>    f 

100.0 
95.0 
90.0 
85.0 

80.0 

" 

Si- 

24 

I 

Holes  shovrn  In  each 
group  can  be  punched 
in  one  operation  (at 
Pencoyd)  and  any  de- 
sired hole  can  be  omit  i 
ful.   3  holes  3  apart  and 
2  holes  3H  apart  cannot 
be  punched  central  in 
beam. 
Min.  dist.  a  will  in  the 
first  case  be  3  plus 
amount  given  in  table 
and  miii.  dist.  5  will  in 
second  case  be  '•'•     plus 
amount  given  in  table. 

Holes  for  .Tie-Rods 
should  be  spaced.  4H  ' 
apart  for  'i  1  to  lg' 
Beams. 

aj"             aw 

i    -,  4-                                                          -*)4|e                            ££3 
COT 

W"~T     ^'r-   +-           W-   *-*-     - 

20 

100.0 
950 
90.0 
85.0 
80.0 
75.0 
70.0 
65.0 

at 

2f 
21 

31 
3i 

;°?;  4    ^|I_~J.           <&T              '~te.-f  —  *-±-f-       < 

18"&  20jr 

-              -H 

18 

90.0 
85.0 
80.0 
75.0 
70.0 
65.0 
60.0 
55.0 

3t 
2— 

si 

u 

80.0 
75.0 
70.0 
65.0 
60.0 
55.0 
50.0 
45.0 
42.0 

ai 

2| 
24 

at 

08 

Si- 
Si 
2i 

*f          1^" 

MIN. 
DIST. 

b 

MIN. 
DIST. 

a 

WEIGHT 
PER  FT. 

SIZE  OF 
CHANNEL 

INCHES 

INCHES 

UBS. 

INCHES 

At 

"3s 

3 

21 

55.0 
50.0 
45.0 
40.0 
35.0 
33.0 

15 

JJJ|f=t-      Wn:    ^;ii|J    ( 

~^^2k  _Bsc  ^"^  I2j 

- 

12 

65.0 
60.0 
55.0 
50.0 
45.0 
40.0 

35.0 
31.5 

2f 
2 

jt«w 

i*  *p"*t                       *       "*r"i 

j 

2| 
U 

40.0 
35.0 
30.0 
25.0 
20.5 

12 

)  :«Hi^    ^v     | 

BEAMS  AND  CHANNELS. 

Standard  Punching  in  Web. 

SIZE  OF 
BEAM 

WEIGHT 
PER  FT. 

MIN. 
DI8T. 

a 

MIN. 
DI8T. 

a 

WEIGHT 
PER  FT. 

SIZE 
OF 
CHAN- 
NEL 

INCHES 

LBS. 

INCHES 

INCHES 

LBS. 

INCHES 

10 

2 

35.0 

10 

40.0 
35.0 
30.0 
25.0 

2'e 
la 

u 

30.0 
25.0 
20.0 
15.0 

10 

}       5f:|ilT          vcffs       \      • 

35.0 

a* 

aSp                            !.j, 

u 

25.0 

9 

30.0 
25.0 

21.0 

« 

j*JJ 

1  3 

J-4 

20.0 
15.0 
13.25 

9 

9,  8  '<€•  7 

11 

21.25 

8 

25.5 
23.0 
20.5 
18.0 

2 
If 

af                          **" 

W-H                                                     In) 

14 

18.75 
16.25 
13.75 
11.25 

8 

13 

19.75 

- 

17.25 

7 

20.0 

If 

« 

14.75 

7 

17.5 

U 

12.25 

15.0 

" 

9.75 

^»               Pi             A-          J&           *? 

11 

15.50 

6 

17.25 
14.75 

li 

" 

13.00 
10.50 

« 

12.25 

- 

8.00 

14.75 

H 

1  fi 

11.50 

5 

12.25 

9.75 

g 

M 

9.00 
6.50 

5 

1 

± 

10.5 
9.5 
8.5 

li 

ii 

7.25 
6.25 

4 

7.5 

« 

5.25 

7.5 

U 

li 

6.0 

3 

6.5 

- 

5.0 

3 

5.5 

- 

« 

4.0 

Holes  shown  in  each  group  can  be  punched  in  one  operation  (at  Pencoyd)  and  any 

desired  hole  can  be  omitted. 

i  "                                on 
Holes  for  tie-rods  should  be  spaced  &\  apart  for  1O   to  3  beams. 

10 


ANGLES 

Weight  in  pounds  per  foot. 

SIZE 

| 

3 
16 

1 

&_ 

3 

S 

7 
10 

1 
2 

it 
10 

r, 

tt 

11 

10 

3 

4 

13 

10 

It 

IS 

10 

1 

SIZE 

*      X* 

26.4 

29.8 

33.2 

36.6 

39.0 

42.4 

45.8 

49.3 

52.8 

*    x* 

C     xc 

14.8 

17.3 

20.0 

22.4 

24.9 

~26.5 

29.2 

31.7 

34.1 

36.5 

(f      X  (J 

5     X5 

12.3 

14.3 

16.6 

18.2 

20.2 

22.2 

24.6 

26.7 

28.6 

30.7 

s    x# 

4     X4 

8.2 

9.8 

11.3 

12.8 

74.5 

16.0 

17.7 

19.5 

4    X4 

3ix3i 

7.1 

8.5 

9.9 

11.1 

12.5 

13.9 

3ix3f 

3    x3 

4.9 

6.1 

7.3 

8.5 

9.9. 

11.2 

12.4 

3       3 

<{                 •> 

Qli-X  °  — 

4.5 

5.5 

6.8 

7.7 

8.6 

*^<*f- 

»fx»f 

3.1 

4.1 

5.0 

5.9 

6.9 

7.8 

*Fx»i 

#7  Xfl  — 

2.7 

3.6 

4.5 

5.4 

»ix*£ 

£     X» 

2.5 

3.2 

4.0 

4.8 

2       S 

J—     J  — 

2.1 

2.8 

3.5 

4.1 

i^-xif 

1.2 

1.8 

2.4 

2.9 

3.5 

SIZE 

i 
ft 

3 
10 

i 

4 

.-> 

10 

s_ 

s 

7 
1O 

i_ 

10 

s 

8 

11 

16 

3 
4 

is 

10 

7 
It 

is 
10 

1 

SIZE 

8     XC 

23.0 

25.8 

28.8 

31.7 

34.6 

37.6 

40,6 

43.6 

46.7 

S     x.0 

7     X3-^- 

17.0 

19.2 

21.3 

23.5 

"24.8 

27.1 

29.2 

31.4 

34.0 

7     xsf 

O     x4 

12.2 

14.3 

16.5 

18.1 

20.2 

22.2 

24.4 

26.4 

28.6 

305 

6       4 

<»     x3— 

11.6 

13.5 

15.6 

17.1 

19.0 

20.9 

23.0 

25.0 

27.0 

29.0 

6     X3-| 

5     x4 

11.0 

12.8 

14.8 

16.2 

17.9 

19.8 

21.9 

r,     x4 

5     X3f 

8.7 

10.4 

12.1 

~36 

15.4 

16.9 

18.9 

20.9 

R     X3  ~ij 

5     X3 

8.2 

9.8 

11.4 

12.8 

I4i4 

16.0 

17.6 

19.5 

S     X3 

4     X3-| 

77 

9.1 

10.6 

11.9 

13.4 

15.0 

16.5 

18.2 

4     X3  J 

4     x3 

7.1 

8.5 

9.9 

11.1 

12.5 

13.9 

4     X3 

3^x3 

6.6 

7.9 

9.2 

10.7 

12.1 

13.4 

3^X3 

3-XS- 

4.9 

6.1 

7.2 

8.3 

9.4 

3|xs! 

3     xSf 

4.5 

5.5 

6.6 

7.7 

8.7 

3     X2-J 

3      x  •»' 

4.1 

5.0 

5.9 

6.9 

7.9 

3     x» 

»fx3 

2.7 

3.6 

4.5 

54 

6.2 

7.0 

± 

i 

o       xll 

*      X1  4 

2.1 
1.9 

2.9 
2.6 

3.6 
3.3 

4.3 
3.9 

2       Xlf 

SIZE 

1 

3 

1 

s 

3 

7 

i 

t> 

s 

11 

- 

13 

7 

is 

1 

SIZE 

a 

10 

4 

10 

S 

10 

2 

10 

ft 

10 

4 

10 

8 

10 

Note;  L  Indicates  finishing  rolls.                 Angles  marked  *arc  special. 

11 


ANGLES 


Actual  size  of  legs 

SIZE 

1 

3 

1 

S 

3 

7 

7 

9 

g 

H 

3 

13 

7 

15 

1 

SIZE 

8 

16 

4 

16 

.V 

16 

i 

16 

8 

16 

•* 

16 

8 

16 

8      x8 

8 

8  T« 

8F 

8s 

_8 

8s 

8lT 

8,1 

8f 

8      x8 

6      x6 

6 

6f. 

6i 

6& 

6r 

6 

6-S- 

6T 

6S 

6f 

6      x6 

S      x  S 

5 

5^ 

D  8 

5 

5l8 

5-i 

5s 

5T 

5s 

5f 

5      x5 

4      x  4 

4 

4^ 

4i 

_4   x 

4Tfe 

4T 

«'  s 

4i 

4      x4 

*i**i 

sir 

3^ 

3f 

_37 

9 

ST 

3|x3i 

3      x  3 

3 

3 

3fr 

3T 

3 

3T 

3* 

3      x3 

*f«»l 

3 

2& 

2T 

2% 

3 

»f  x»f 

vfx'4 

i 

2& 

2i 

2ie 

2T 

r,  12 
2  Ml 

*f-x*^ 

*lx*7 

9  — 

44 

2*r 

2i 

2^ 

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3      x  S 

2 

2s 

2-t- 

2^r 

S     x2 

*£*Jf 

if 

it 

1* 

IT! 

ifxll 

H**i 

IT 

IT 

iS- 

IT 

SIZE 

i 

3 

1 

5 

3 

71 

J 

y 

5 

11 

3 

13 

7 

15 

1 

SIZE 

,v 

1G 

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16 

8 

16 

u 

16 

* 

16 

4 

16 

jf 

16 

*      x6 

6 

6ik 

6i 

6* 

^ 

6s 

6T 

6-s 

6-s- 

8      x  6 

7      x3£ 

85 

9 

35- 

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3  1 

si 

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11 

3 

31 

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6      x  4 

4 

4s 

4ir 

4 

4s 

4i 

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4i 

4-5 

4T 

6      x4 

G      x  34 

Si 

Sfe 

37 

"™"  i 

3f, 

sf 

3T5 

3T 

3^ 

3i 

6      x34 

5      x4 

4 

4f« 

4T 

4 

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4i 

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J      x  4 

5      x3fr 

si 

3* 

Si 

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5 

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sf 

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3 

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g                           0  ,/ 

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3  18 

Si 

ji 

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3T 

11 

3  18 

sf 

4      x3v 

4      x3 

3 

3l6 

3i 

3 

3S 

3i 

4      x3 

3^x3 

3 

3fa 

3T 

3fr 

3^- 

3^ 

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HXO! 

27 

2s 

21- 

2S 

2T 

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2-7 

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3      x  g 

2 

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2t 

2S 

2T 

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2 

2^ 

0  — 

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2s 

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0  4 

2« 

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rt 

1* 

IT 

11 

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If, 

IT 

4 

-    XJT 

SIZE 

1_ 

3 
16 

1 
4 

S 
1G 

_3_ 

16 

f 

16 

-f- 

11 

16 

3_ 

13 
16 

"S7 

15 
16 

J 

SIZE 

Note:  ^  Indicates  finishing  rolls.                   Angles  marked  #  are  special. 

12 


ANGLES 

Area  in  square  inches. 

SIZE 

i 

3 

1 

t- 

3 

7 

1 

9 

s 

11 

3 

13 

7 
8 

IS 
10 

1 

SIZE 

8 

ia 

4 

ia 

ft 

to 

~ 

Itt 

8 

1O 

4 

10 

*    x.V 

7.76 

8.76 

9.76 

10.76 

11.47 

1247 

13.47 

14.50 

15.53 

8   xS 

6    x6 

4.35 

5.09 

5.88 

6.60 

7.32 

7.79 

8.60 

9.32 

10.03 

10.73 

0    x6 

5   xS 

3.62 

4,21 

4.89 

5.35 

5.94 

6.53 

7.24 

7.86 

8.41 

9.03 

5   xS 

4   x4 

2.41 

2.88 

3.32 

3.76 

4.26 

4.70 

5.20 

5.73 

4  x4 

•i  '    •>  ' 
3*     2 

2.09 

2.50 

2.91 

3.26 

3.68 

4.09 

3f*3f- 

3    x3 

1.44 

1.79 

2.16 

2.50 

2.90 

3.28 

3.65 

3   x3 

2fx2f 

1.32 

1.65 

1.94 

2.26 

2.53 

»£**jr 

>fx*| 

0.91 

1.21 

1.47 

1.74 

2.03 

2.29 

*f*4 

*3**i 

0.79 

1.06 

1.32 

1.59 

2i*2^ 

2  x2 

0.74 

0.94 

1.18 

1.41 

2  x2 

ifxif 

0.62 

0.82 

1.03 

1.21 

*f*lf 

0.35 

0.53 

0,71 

0.85 

1.03 

SIZE 

~8~ 

3 
10 

T 

s 

10 

3_ 

8 

1Q 

i_ 

~ta 

s 

8 

11 

10 

3 

4, 

13 
10 

7 
8 

is 
10 

1 

SIZE 

8    x6 

6.76 

7.59 

847 

9.32 

10.17 

11.06 

11.94 

12.82 

13.73 

*    xC 

7    x3L 

5.00 

5.65 

6.27 

6.91 

7.30 

7.97 

8.60 

9.23 

10.00 

y     ..  oJc 
2 

G    x4 

3.60 

4.21 

4.85 

5.32 

5.94 

6.53 

7.18 

7.76 

8.41 

8.97 

6   x4 

6    x3| 

3.41 

3.97 

4.60 

B.03 

5.59 

6.15 

6.76 

7.35 

7.94 

8.53 

6   x3± 

S  x4 

3.24 

3.76 

4.35 

4.76 

5.26 

5.82 

6.44 

5    x4 

5    x3- 

3 

2.56 

3.06 

3.56 

4.00 

4.53 

4.97 

5.56 

6.15 

5   x3i 

2 

5   x3 

2.41 

2.88 

3.35 

3.76 

4.24 

4.70 

5.18 

5.73 

5    x3 

4    x»| 

2.26 

2.68 

3.12 

3.50 

3.94 

4.41 

4.85 

5.35 

4    XS2 

4    x3 

2.09 

2.50 

2.91 

3.26 

3.68 

4.09 

« 

4    x3 

3±x3 

1.94 

2.32 

2.70 

3.15 

3.56 

3.94 

3*-x3 

3-gx2± 

1.44 

1.79 

2.12 

2.44 

2.76 

3fx*f- 

3   x2— 

1.32 

1.62 

1.94 

2.26 

2.56 

3    x2% 

3   x2 

2 

2   xlf 
2   xl± 

0.79 
0.62 
0.56 

1.21 
1.06 
0.85 
0.76 

1.47 
1.32 
1.06 
0.97 

1.74 
1.59 
1.26 
1.15 

2.03 
1.82 

2.32 
2.06 

2^x2 
2    xlf 

SIZE 

1 

3 

i 

s 

3 

7 

i 

o 

s 

11 

3 

13 

r 

is 

1 

SIZE 

8 

1O 

4 

16 

8 

10 

2 

10 

8 

16 

4 

1O 

8 

10 

Angles  marked  •-'.;  are  special                                13 

TEES. 

Weights,  Areas,  Dimensions,  etc.,  etc. 

G 

i    "H 

6L 

if~ 

>  ' 

•  J     ^*. 

LLs 

0 

EVEN  TEES 

UNEVEN  TEES 

WEIGHT 

FLANGE  G 

STEM  GJ 

STEM  Gl 

FLANGE  G 

WEIGHT 

(UMBER 

SZE 

PER 
FOOT 

AREA 

AREA 

PER 
FOOT 

SIZE 

NUMBER 

NESS 

NESS 

INCHES 

LBS. 

SQ.  INS. 

INS. 

INS. 

INS. 

INS. 

INS. 

INS. 

INS. 

IN8. 

INS. 

INS. 

INS. 

INS. 

SQ.INS. 

LBS. 

INCHES 

140T 

4  *4 

10.9 

3.10 

7. 
18 

2i 

6 

8 

7 
8 

21 

7 
18 

1 

3 

1 

7 
8 

31 

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8.21 

28.2 

6  *4± 

66  T 

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4  *4 

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3.98 

9 

18 

2r 

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1 
8 

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9 

ia 

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21 

7 
8 

1 

3i 

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4.61 

15.6 

6  *4 

64T 

135  T 

3%*3li 

7.0 

2.08 

11 
32 

2i 

i 

2 

7 
8 

2i 

11 

32 

1- 
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31 

1 

1 

4 

1 

11.58 

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65  T 

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9.0 

2.65 

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18 

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7 
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4.54 

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1.91 

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XOTE:  In  ordering  Tees  give  size,  weight  and  section  number. 
In  giving  size  of  Uneven  Tees  flange  should  be  given  first. 

14 


Z-  BARS 

Weights,  areas,  dimensions,  etc.,  etc. 


*  *     1 

< 

T— 

$' 

JL. 

•     i 

NOMINAL 

LI 

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ACTUAL  SIZE 

WEIGHT 

AREA 

GAUGE 

MAX.  RIVETS 

GAUGE 

CO 

co 

in 

NOMINAL 

z 

:*: 

PER 

z 

SIZE 

o 

X 

FLANGES  &  WEB 

FOOT 

G 

G 

Gl 

Gl 

o 

X 

SIZE 

H 

H 

INCHES 

moHFs 

INCHES 

POUNDS 

SQ-INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

JL 

21  x  3     x   21- 

6.60 

1.94 

li 

4 

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li 

1 

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8.29 

2.44 

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21-  x   Si  x    2f 

10.00 

2.94 

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2  IX  v    o        v    f)lL 
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JL 

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21  x  4     x  21 

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17.54 

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18.80 

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25.97 

7.64 

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15.61 
18.32 

4.59 
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7 
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3 

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31   x   6i-  x  Si- 

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25.36 

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28.05 
29.37 

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11 

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11 
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31.89 

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34.54 

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7 

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15 


Weights,  areas, 

Z.-B 

V 

AR  COCU! 

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INS 

9 

dimensions,  etc.,  etc. 

JL 

JTTL 

I 

SIZE  OF 
COLUMN 

SIZE  OF 
WEB  PL. 

SIZE  OF  Z-BARS 

•••«  WIDTH 

a 
a 
ff 

"M.  TANG'T 

STANDARD  DIMENSIONS 

AXIS      X-X. 

AXIS        Y-Y. 

WEIGHT 
PER 
FOOT 

AREA 
IN 
8Q.IN. 

SIZE  OF 
COLUMN 

i 

SIZE  OF  FLANGES 

MOMENT 
OF 

INERTIA 

RADIUS 
Of 

GYR4- 

•MS 

MOMENT 
OF 

RADIUS 
OF 
OYRA- 

TION 

INS. 

INS. 

6 

O"  Web 

SAME  THICKNESS  AS  Z-BAR 

I 

7 

16 

2 

2-|  x  3     x  21 
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24  x  34  x  2* 
2&x  3     x2lV 

O  .3.  «    Q  JL  w  O  3 

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6J- 

64 
6fa 

H 
1ft 

54 

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11" 

84.7 
105.1 
125.1 
134.6 
153.1 

3.0 
3.0 
2.9 
2.9 
2.9 

31.7 
41.8 
53.4 
55.2 

67.1 

1.8 
1.9 
1.9 
1.8 
1.9 

31.5 

39.6 
47.6 
53.5 
61.2 

9.26 

11.64 
1401 
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1 
4 

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16 

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4 

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3     x  4i  x3 
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STAGGERING  OF  RIVETS. 


DISTANCE     C.     TO     C.     OF     STAGGERED     RIVETS. 


NOTE>  Values  below  or  to  right  of  upper  zigzag  lines  are  large  enough  for  &  rivets. 


Minimum  Stagger  for  Rivets. 


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NOTE:-  TJse  pins  with  lomas  nuts,  in  preference  to  cotter  pins,  whenever  possible. 

26 


PILOT  NUTS. 

Cast  Steel. 

AH  dimensions  in  inches. 

L 

L 

T      .  f" 

~T-»fcmfli 

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LL., 

rrtt 

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III 

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mil 

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B        ^ir^^ 

6  Threads  per  inch. 

6  Threads  per  inch. 

o 

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Ul      • 

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d 

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5  i 

id 
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27 


DRIVING  NUTS. 

Cast  Steel. 

PARTMENT  OF  CIVIL  ENGhM£Si3 

r               L                 -*• 

2!  

•     "       |    p^ 

1                                          1                   '                    -\ 

ft  «o   W            H*  0§)  1 

I                                                  1      ^*l-s                                1 

i                            '                          / 

v-        '         JI      1    1III..._-    ^^ 

6  threads  per  inch 

DIAMETER 

DIAMETER 

SIZE  OF 

LENGTH 

LENGTH 

INSIDE 

DIAMETER 

PAT..NO. 

OF  SCREW 

ROUGH   HOLE 

OF  THREAD 

OVER  ALL 

DIAMETER 

OF  HOLE 

D 

8 

H 

T 

L 

I 

B 

INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

INCHES 

»f 

iV 

1  — 

lie 

1* 

4 

li 

1 

a 

J>  3 

# 

2 

ift 

IT 

4| 

2V 

6 

e 

D  4 

3i 

2T 

O° 

If 

5 

2V 

3 

4 

I>  5 

4 

3 

213 
1«- 

2 

•* 

3V 

7 
8 

D  6 

41 

ST 

3^ 

2 

51 

3V 

- 

D   7 

5f 

4 

3S 

2 

6V 

4V 

1 

Z>  8 

6 

4i 

4f. 

2 

8V 

4V 

» 

D  9 

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5 

4— 

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7V 

5V 

» 

D10 

# 

5i 

R— 

21- 

•  • 

5V 

» 

Dll 

6 

5ff 

6V 

l( 

D12 

28 


MAXIHUn  BENDING  MOHENTS  ON  PINS 

PIN 

MOMENTS  IN  INCH  POUNDS  FOR  FIBRE  STRAINS  PER  SQ.  IN.  OF 

PIN 

DIAM. 

INCHES 

AREA 

15,OOO 

18,OOO 

20,OOO 

22,OOO 

2Z,OOO 

AREA 

DIAM. 

INCHES 

1 

0.785 

1470 

1770 

1960 

2160 

2450 

0.785 

1 

11 

1.227 

2880 

3450 

3830 

4220 

4790 

1.227 

11 

11 

1.767 

4970 

5960 

6630 

7290 

8280 

1.767 

li 

1% 

2.405 

7890 

9470 

10500 

11570 

13200 

2.405 

14 

2 

3.142 

11800 

14100 

15700 

17280 

19600 

3.142 

2 

2*4 

3.976 

16800 

20100 

22400 

24600 

28000 

3.976 

21 

21 

4.909 

23000 

27600 

30700 

33700 

38400 

4.909 

21 

21 

5.940 

30600 

36800 

40800 

44900 

51000 

5.940 

21 

3 

7.069 

39800 

47700 

53000 

58300 

66300 

7.069 

3 

31 

8.296 

50600 

60700 

67400 

74100 

843CO 

8.296 

31 

3i 

9.621 

63100 

75800 

84200 

92600 

105200 

9.621 

31 

3f 

11.045 

77700 

93200 

103500 

113900 

129400 

11.045 

«5f 

4 

12.566 

94200 

113100 

125700 

138200 

157100 

12.566 

4 

41 

14.186 

113000 

135700 

150700 

165800 

188400 

l/«i  ~ 

4~ 

4i 

15.904 

134200 

isrooo 

178900 

196800' 

223700 

15.904 

±i 

*4 

17.721 

157800 

189400 

210400 

231500 

263000 

17.721 

4*4 

5 

19.635 

184100 

220900 

245400 

270000 

306800 

19.635 

& 

51 

.21.648 

213100 

255700 

284100 

312500 

355200 

21.648 

51 

'"*»" 

23.758 

245000 

294000 

326700 

359300 

408300 

23.758 

5% 

5- 

25.967 

280000 

335900 

373300 

410600 

466600 

25.967 

5  4 

6 

28.274 

318100 

381700 

424100 

466500 

530200 

28.274 

6 

61 

30.680 

359500 

431400 

479400 

527300 

599200 

30.680 

61 

61 

33.183 

404400 

485300 

539200 

593100 

674000 

33.183 

62 

a 

35.785 

452900 

543500 

603900 

664200 

754800 

35.785 

6| 

7 

38.485 

505100 

606100 

673500 

740800 

841900 

38.485 

7 

71 

41.282 

561200 

673400 

748200 

823000 

935300 

41.282 

,_,  -* 
<4 

71 

44.179 

621300 

745500 

828400 

911200 

1035400 

44.179 

7.1 

7f 

47.173 

685500 

822600 

914000 

1005300 

1142500 

47.173 

7f 

8 

50.265 

754000 

904800 

1005300 

1105800 

1256600 

50.265 

8 

81 

53.456 

826900 

992300 

1102500 

1212800 

1378200 

53.456 

81 

81 

56.745 

904400 

1085200 

1205800 

1326400 

1507300 

56.745 

81 

8^ 

60.132 

986500 

1183800 

1315400 

1446900 

1644200 

60.132 

8^ 

9 

63.617 

1073500 

1288200 

1431400 

1574500 

1789200 

63.617 

9 

91 

67.201 

1165500 

1398600 

1554000 

1709400 

1942500 

67.201 

91 

91 

70.882 

1262600 

1515100 

1683400 

1851800 

2104300 

70.882 

9* 

9f 

74.662 

1364900  , 

1637900 

1819900 

2001900 

2274900 

74.662 

9  4 

10 

78.540 

1472600 

1767100 

1963500 

2159900 

2454400 

78.540 

to 

101 

82.520 

1585900 

1903000 

2114500 

2325900 

2643100 

82.520 

101 

101 

86.590 

1704700 

2045700 

2273000 

2500200 

2841200 

86.590 

10% 

10§ 

90.760  ' 

1829400 

2195300 

2439300 

2683200 

3049100 

90.760 

1O3X 

11 

95.030 

1960100 

2352100 

2613400 

2874800 

3266800 

95.030 

11 

111 

99.400 

2096800 

2516100 

2795700 

3075400 

3494800 

99.400 

Hi 

Ui 

103.870 

2239700 

2687600 

2986300 

3284800 

3732800 

103.870 

Hi 

11} 

108.430 

2388900 

2866600 

3185200 

3503700 

3981500 

108.430 

114 

12 

113.100 

2544700 

3053600 

3392900 

3732190 

4241200 

113.100 

12 

29 


EYE  BARS 

Ordinary 

/ 

< 

Mi 

Adjustable 

*/ 

Q) 
^ 

j 

) 

Hill 

IIIIHI 

^> 

X" 

^N 

n.  Length  C.  to  end     6    6,    preferably  7    O 

WIDTH 
OF 
BAR 

MIN. 
THICKNESS 
OF  BAR 

HEAD 

SCREW  END 

WIDTH 
OF 
BAR 

DIAM. 

MAX. 
PIN. 

ADD'L  MATERIAL 
FOR  HEAD 

ADD'L  MATERIAL 
FOR  UPSET 

DIAM. 

LENGTH 

OF  BAR 

INS. 

INS. 

INS. 

FT. 

• 

INS. 

FT. 

A.  INS. 

INS. 

INS. 

INS. 

INS. 

8 

JB 

I* 

11 

0 

- 

7i 

0-  7 

2 

5 

ft 

2 

54 

2j 

1 

- 

Oi 

i 

T 

54 

21 
4 

0  -  9l 

1-  1 

o  ' 

5 

18  to  t  ' 

*i 

**  3 

" 

64 

3i 

1 

- 

H 

3 

T 

7 

3 

1 

- 

3 

1-  5 

2  T 

5y 

1  to  l^g' 

3 

" 

8 

4 

1 

- 

6 

1-   5 

2l 

6 

11  to  1J 

4 

f 

9i 

4i 

1 

- 

8 

1-   8 

3 

6 

1  to  U 

4 

" 

lOi 

5i 

1 

- 

10 

1-  8 

37 

6i 

1&  to  If 

5 

J3_ 

114- 

5 

1 

- 

9 

1-  9 

si- 

64 

ItolA 

5 

1 

12i 

6 

2 

- 

1 

1 

•  9 

si 

7 

H  toi| 

6' 

£ 

134 

54 

1 

- 

11 

1-11 

3f 

8 

H  to  i^ 

6 

1 

14i 

6i 

2 

- 

2 

1-11 

4 

8 

U  to  1| 

7 

-a" 

16 

6f 

2 

- 

3 

2-  3 

4i 

9 

H  »"  IT'S 

7 

* 

17 

7f 

2 

- 

8 

2-  3 

4i 

9 

IftolJ 

8 

1 

17 

6i 

2 

- 

3 

8 

l-k 

18 

74 

2 

- 

6 

H 

18-5- 

8 

2 

- 

10 

9 

1  _L 

1  8 

19  ;r 

7f 

2 

- 

6 

9 

.' 

2lT 

•91- 

3 

- 

1 

10 

li 

22 

9 

2 

- 

11' 

1O 

„ 

23 

10 

3 

- 

3 

12 

12 

- 

.Note:  Eye  bars  are  hydraulic  forgedj  and  are  guaranteed,  to  develop  the  full  strength  of,the  bar, 
under  conditions  guren-in  the  above  table,  «  lieu  tested,  to  destruction. 

3O 


STANDARD    UPSETS. 

For  Round  and  Square  Bars. 

ROUND      f~^\     BARS 

SQUARE 

BARS 

ROUND 

UPSET 

UPSET 

SQUARE 

DIAM. 

AREA 

DIAM. 

LENGTH 

ADO 

AREA 
AT  ROOT 

EXCESS 

EXCESS 

AREA 

DIAM. 

INCHES 

SQ.INS. 

INCHES 

INCHES 

INCHES 

SQ.  INS. 

% 

o/ 
/o 

SQ.INS. 

INCHES 

INCHES 

INCHES 

8Q.INS. 

INCHES 

"5" 

0.307 

7 
~B 

4 

41 

0.420 

36.8 

S 
8 

~i 

0.442 

1 

4 

31 

0.550 

24.4 

206 

0.694 

qi 
O  a 

4 

1    1 
1   8 

0.563 

3 

7 
8 

0.601 

U 

4 

5 

0.891 

48.3 

16.3 

0.891 

4 

4 

I    1 

J-    4 

0.766 

1 

1 

0.785 

H 

4 

41 

1.057 

34.7 

29.5 

1.295 

4 

4 

11 

1.000 

1 

i| 

0.994 

H 

4 

38- 

1.295 

30.3 

19.7 

1.515 

4| 

4^ 

U 

1.266 

It 

It 

1.227 

I* 

4| 

3- 

1.515 

23.5 

31.1 

2.049 

41 

41 

u 

1.563 

1$ 

if 

1.485 

If 

41 

31 

1.744 

17.4 

21.7 

2.302 

4l 

5 

2 

1.891 

if 

if 

1.767 

2 

5 

41 

2.302 

30.3 

34.0 

3.023 

41 

5 

2i 

2.250 

ii 

if 

2.074 

21 

5 

44 

2.651 

27.8 

29.6 

3.410 

41 

5i 

2f 

2.641 

if 

if 

2.405 

21 

5 

4 

3.023 

25.7 

21.3 

3.716 

47 

51 

21 

3.063 

if 

1- 

-*-S 

2.761 

2f 

51 

41 

3.410 

23.9 

31.4 

4.619 

51 

6 

21 

3.516 

if 

2 

3.142 

21 

51 

31 

3.716 

18.3 

27.7 

5.107 

4| 

6 

21 

4.000 

2 

21 

3.547 

2! 

51 

31 

4.155 

17.1 

20.2 

5.430 

41 

6 

3 

4.516 

2i 

2f 

3.976 

21 

6 

4-1 

5.107 

28.5 

28.6 

6.510 

51 

61 

31 

5.063 

f>* 

"*  4 

2— 

4.430 

3 

6 

41 

5.430 

22.6 

33.8 

7.548 

61 

7 

31 

5.641 

T  «~ 

& 

4.909 

31 

6^ 

41 

5.957 

21.3 

30.7 

8.170 

61 

8 

31 

6.250 

2± 

"*  2 

2i 

5.412 

3* 

61 

4* 

6.510 

20.3 

35.0 

9.305 

61 

8 

a  2. 

O  8 

6.891 

2i 

& 

5.940 

q3 
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7 

41 

7.088 

19.3 

32.1 

999*4 

6 

8 

4 

7.563 

2- 

21 

6.492 

31- 

8 

51 

8.170 

25.9 

37.0 

11.329 

8 

9 

41 

8.266 

"*  a 

3 

7.069 

3f 

8 

51- 

8.641 

22.2 

41.7 

12.753 

71 

9 

41 

9.000 

3 

3f 

7.670 

ql 
O3 

8 

5| 

9.305 

21.3 

3i 

*t 

8.296 

4 

8 

41 

9.994 

J0.7 

3± 

31 

9.621 

4* 

9 

^ 

11.329 

17.7 

Sir 

£| 

11.045 

4* 

9 

41 

12.753 

15.5 

ZT 

31 


SLEEVE  NUTS  AND  TURNBUCKLES. 

All  Dimensions  in  Inches. 

L 

a 

Manufactured   Ity 
Cleveland  City  Forge  &   Ir< 
Cleveland,  Ohio 

TXT 

ho 
in   Company, 

H^"  M$MiML 

T          4"          T  j 

|<  144  =«A  »«  

| 

**  *           V  j 

m 

^!O 

If 

L_             ^M*  —  *  y  ___  —  . 

U 

nfj  «f  i 

In: 

P 

'.•s. 

Standard   Lt-nstth     \        c 

Extra  Lengths,  »,     ,  -.'.    1M,    84,    SG,    48    A 

:•-•      (Special 

Prices). 

DIAM. 
OF 
SCREW 

u 

OF 
THREAD 

T 

OF  NUT 

L 

DIAM. 

DIAM. 

DIAM. 

C 

NESS 
f 

WEIGHT 
IN  LBS. 

WEIGHT 
IN  LBS. 

STANDARD    DIMENSIONS 

DIAM. 
OF 
SCREW 

17 

f 

A 

Ii 

C 

L 

T 

7 
8 

i 
1& 

i! 

7 
7 
74 

If 

H 

2 

•1  7 

Ii 
IS 

1 

4 

1 

4 

0 
18 

2f- 
3 

4 

qi 
O  a 

4 
6 

3 

I 

7 

ia 

i 

3 

11 

i! 

2k 

ii 

^_7 

1,1 
1| 

81 
9 
9! 
91 
104- 

1- 

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'     1" 

J-ia 
9— 

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7 
8 

1 
1*8 

2 

8 

9— 

2| 

il 

8 

\ 

2t 

81 

23 
4 

q3 

<3ia 

1| 

18 

M 

I 

3 

Bi 

8 
81 
10 

7 

81 
-5 

10 

m 

I 
8 

11 

ia 

1-5 

2 

31 

3! 

H 

2 

10  1 
101 
111 

n! 

2  4 

9- 

^8 
Q  13 

\ 

o1 

ay 

9 

qi 
O8 

3| 

21 

2 
2i 

*4 

.11 
14 

15 
18 

13 
15 
18 

20 

33 

33 

13 
18 

21 
2! 

4-i 
4J 

2! 
21 

12 

121 

13* 

3 

3| 
3~ 

2 

*i 

2% 

21 

* 

3^ 

4,4 

2f 

9 
18 

3 

10 

35 

41 

2| 

5 

a 

\ 

19 
22 
23 

27 

24 
28 
30 
34 

37 
33 

IB 

ia 

3 

5| 

3i 

si 

131 

14i- 
141- 

31 
8M 

41- 

*8 

2^ 

*4 

3i 

11 

4: 

4g 

Ri 

°e 

si 

11 
la 

jj 

4 

3 

n3 
«>« 

4 

Hi 

12 

5 
5f 

B§ 

31 
3| 

13 
18 

7 

6 

28 
34 
35 
39 

38 
50 

..  i 

qi 
Oa 

4 

61 
61- 

31 

si 

15 

154 

4i 

3 

•>i 
<** 

o3 

«2 

8 
o3 

o7 
**8 

4 

13 

5f 
6s 

n 

« 

15. 
la 

1 

40 
45 
47 
52 

65 

1- 
lia 

4 
5 

8i 

4S 

18 

6 

Q* 
«** 

« 

5 

14 

I 

7fi 
8 

4| 

Ifa 

55 
65 
75 

5 

8| 

4f 

18 

6 

Jf 

32 


LOOP    RODS. 
Allowance  for  Eye,  Square  or  Round  Bars. 

All  Dimensions  In  Inches. 

/ 

\ 

Length  in  inches  beyond  pin  centre  to  form  one  eye  equals  3.7  (P+  R) 

i  "•  2 

S   o   * 
a         a. 

H^iloesi^            »1•*1k^»^5N            *i^*il»»*5l'»            »iii*ile»«»]^            *il-*x|9>t5l-«ii 
i^*i^>^       o^^^O^       tmt^ss        ^^^1$      j-j  ioTjTS*    » 

co 
DC 
< 

n 

u. 
o 

Ul 

Q 

CO 

cc 
0 

z 

< 
a 

^ 

t^COQO            1-1   iH   CQ    00           T^ioCOt-        CO 

c^cMcqco        cocococo        cocococo     co 

K|06 
^ 

a  |«  alco  »|0  -|n            Hn  ea|a  "U  «N          -|»                                t-|<> 
CDt-COO)           OT^CXICO           ^lOCDt-       E> 
CMCMCMC3            COCOCOCO           COCOCOCO        CO 

«!•* 
*> 

nleo           „!,  «^-a)                                   t.|«)  «!•»           o|a  aln  «|ci  «|a        n|o> 
CDt-COOi           O   '-'   •^    C3           CO^iOCO        t- 
<N           <MCQ(M(M           COCOCOCO           COCOCOCO        CO 

>s|ao 
^ 

••*           mCDt~CO           OJO'-'CSl           CO-^iTDCO        t~ 

•cq        CMcqcqcM        cqcococo        cocococo      co 

»i|e« 

e* 

-.  IJM  n|B           o|«>  -I,  -,  »  -  o                                   ,,!„           B|,  „).„  0|o  „]„        „,„ 

co-sr        IOCDOCO        coo^-^-1        CQCO^IO      co 
<NCM        (MCMcqcq        CQCOCOCO        cocococo      co 

—  ' 

-=] 
5= 

r  , 

sie 

,  !_.. 

es|» 
*> 

1     1     I     1 

5 

A 

« 

COrtf           r^iOCOO           COCSO'-1           CMCO'd'lO        CO 

cxicq        cQcqcqcq        CMCMCOCO        cocococo      co 

_ 

**|1i 
^ 

•rHCqcO           -"ifiOCOt-           OOCDO'-1           '-"(MCO1^       "io 

(Mcxicq        (Mcqcqcx)        cqcqcoco        cocococo      co 

exceed 

\ 

I 

M 
—> 

iC 

S 
0 
i, 

£ 

2? 

41 

I 

I 

••  •* 

/ 

5 
t* 

**i 

*il» 
^ 

1                         I     i     I           i 

u 
0 

•3 

••-ICMCO           ^^lOCO           C-COO3O           '-'CMCO'd*        IO 

cqcqcq        ojcqcqcq        cMcqcqco        cocococo      co 

0^ 

i 

o 

^3 

K 

oiO'-'CM        co-^ioco        t-oocso        r-i^-ioaco     ^ 
^HCQCCICM        cqcqcMcq        cqcqcqco        cocococo      co 

Nlae 

>s 

i_    -     .     i                         i           i 

— 

61) 

~ 

•H 

OO^CNl           CO^TjfifD           COt-COO)           O'-'CMCO        "* 

^ncxjcqcM        cMCMcqcq        cqcqcQcq        cocococo      co 

«JI* 

>s 

1 

pping 

CO           COCDO'-'           CMCO^io           COt-OOOi           O'-H'-'CXl        CO 

,-H        •rH^HiMCM        oacqcMCQ         CMcqcqoq        cocococo      co 

>«lao 
N 

|  NOTE:  Maximum  shi 

t-           OOOSO1-1           CqCO-^Tji           iOCOt-00           COO'-'CM        CO 

,-H        ^H^IC<I<N        cqtMcqcxi        cqcqcMCM        CMCOCOCO     co 

*«|e« 
^ 

COt-           OOOOCDO           '-"(MCO-'t            lOCOt-CO           CDO'-"'-1        CM 

«|w 
^ 

1OCO           t~OOO)O           •^HCQCO^f           ^lOCDO           COOiO'-"        CQ 

lit 
N 

•^lOCO           t>COOOO>           O^CMCO            •^i003l>           OOO3O'-'       ^ 

\         t 

\\       ^ 

\    \  0) 

*r 

H 

1|* 
^ 

t-|»    nl»  o|o           o|o,,|c*n«>  olffl           -l^-oo-.|n                           H»  f|°  "\t           o|a  o|o>  -In  -|«        n|a 
CO"st<iO           COt-OOOi           O'-ICMCO           -<*^iOCO           t-OOO>O        'H 

>s 

CQCO^»O           C0t>0000           a^O^CSl            OO-^iOCO           t^OOO^O        -^ 

h.1* 

cqcsico-^        iocot>oo        CDO^OJ        co-^^io        cot>ooa>      o 

J. 

esl-« 

1 

T-HCXlCO^l'           iOCOt~-00           COCDO'-1           CMCO^'O           03t~OOOi        O 

|    u.    £ 

So? 

Q           a- 

»i|«*H*»9»Ni            **«  *i|e«e9Hi            *«N*ie)»9^            *HhilMesN             *ih»*i|««Mh 
*HN>HN        Otc^c^(^        cococooo        -^^^^        »!i  »^  »5  «5     « 

33 


CLEVI5 


All  illin.  ii-iini»  In  Inchec. 


Grip  G  can  be  made  to  nult  connection*. 


DIAM.OF 
CLEVIS 

z> 


WAX,  PIN 


CLEVIS 


NUT 

JV 


WIDTH 

w 


THICKNESS 
I 


DIAM.OF 
CLEVIS 

z> 


H 
2* 
3 

ol 

31 

4 


li 


2* 


H 
If 
2* 


1.1 
2i 
2? 
3i 


Table  giving  diameter  of  Clevis  for  given  rod  and  pin. 


li-    li     If     2     2i    24-    2f     3     3i    34-    31 


Clevises  abo.v.e  and  to  right  of  heavy  zigzag  line,  may  be  used  with  forks  straight. 
Clevises  below  and  to  left  of  same  line,  should  have  forks  closed  in  until  pin  is  not 
overstrained. 


34 


BUCKLED    PLATES. 

R    1 

• 

fv  Radius 

r 

\7 

• 

• 
• 
• 

'  \: 

..  u 

,,. 

\l 

1 

F-P^ 

/ 

Os 

\ 

S.              1 

*/  \ 

Max. 

*?  „ 
16 

b 

-    (Min.    8,7                                                          f,  -  JMin.  87, 
(Max.  6                                                                   (Max.  6 

No.  OF 
PLATE 

SIZE  OF  BUCKLE 

IN  FEET  AND  INCHES 

BJS.E 

IN  INCHES 

R 

RAD.  OF  BUCKLE 

IN  FEET  AND  INCHES 

MAXIMUM 
NUMBER 
OF 
BUCKLES 

No,  OF 

PLATE 

SIZE  OF  BUCKLE 

IN  FEET  AND  INCHES 

RISE 

IN  INCHES 

K 

RAD.  OF  BUCKLE 

IN  FEET  AND  INCHES 

MAXIMUM 
NUMBER 
OF 
BUCKLES 

LENGTH 

L 

WIDTH 

W 

LENGTH 

WIDTH 

W 

WIDTH 

W 

LENGTH 

L 

WIDTH 

W 

LENGTH 

L 

1 

3-11 

4-6 

3 

\ 

6-8 

8-9 

7 

26 

3-1 

3-2 

3 

4-10 

5-    1 

9 

2 

4-6 

3-11 

3 

T 

8-9 

6-8 

6 

27 

3-2 

3-  1 

3 

5-   1 

4-10 

9 

3 

3-11 

3-6 

3 

7-9 

6-3 

7 

28 

3-1 

3-0 

3 

4-10 

4-  7 

9 

4 

3-6 

3-11 

3 

6-3 

7-9 

8 

29 

3-0 

3-1 

3 

4-  7 

4-10 

9 

5 

3-9 

3-9 

3 

7-1 

7-1 

8 

30 

2-0 

2-6 

21 

2-6 

3-10 

10 

6 

3-  1 

3-9 

3 

4-10 

7-1 

9 

31 

2-6 

2-0 

2* 

3-10 

2-  6 

15 

7 

3-9 

3-1 

3 

7-1 

4-10 

8 

32 

3-6 

5-6 

3i 

5-   4 

13-   1 

5 

8 

3-8 

3-8 

2 

10-2 

10-2 

8 

33 

5-6 

3-6 

3} 

13-    1 

5-  4 

1 

9 

2-8 

3-8 

2 

5-5 

10-2 

10 

34 

4-0 

4-0 

3 

8-   1 

8-   1 

7 

10 

3-8 

2-8 

2 

10-2 

5-5 

8 

11 

2-2 

3-8 

2 

3-7' 

10-2 

10 

12 

3-8 

2-2 

2 

10-2 

3-7 

8 

13 

3-0 

3-0 

2 

6-10 

6-10 

9 

14 

2-9 

2-9 

3 

3-10 

3-10 

10 

19 

2-6 

2-9 

2 

i 

2 

3-10 

4-7 

10 

20 

2-9 

2-6 

a 

T 

4-7 

3-10 

10 

21 

2-6 

2-6 

2 

i 

310 

3-10 

10 

22 

3-5 

3-6 

3 

5-11 

6-3 

8 

23 

3-6 

3-5 

3 

6-3 

5-11 

8 

24 

3-6 

3-9 

3  • 

6-3 

7-1 

8 

25 

3-9 

3-6 

3 

7-1 

6-3 

8 

Plates  are  made  j-,  nf>lT  orl<j   thick. 
Buckles  of  different  sizes  should  not  he  used  in  the  same  plate. 
Rivets  generally  4-"or  f-"diam. 

o             4 

35 


FLOORING 


SIZE  OF  Z  BAR 


FLGE  4  WEB. 


STANDARD  DIMENSIONS 


3     x  4i  x   3 
3x4x3 
3&  x  4-fex  3^ 
3|-  x  41  x  31 
3s  x  4    x   3-L 
3^  x  41.  x  31 


1— 

J-32 

IT! 
1— 

•1-32 
1  — 

IB 

1— 

•"•M 


\+-ff-+\ 


3—     X  R        X 

18      *  U 

qi.     x  K  J_  x 

OJ-      A  <J  18 

3i-   x  5      x 

3^x  5^x 

3—   x  5  —  x 

3r  x  5     x 

^-^  v  P;^-  x 

Oie    x  "ie 


3i. 


3| 
3£ 

31- 


17 

1  29 
•"•32 

1— 
•••16 

i2L 


*  6     x   3i 


0 


3f  x  6 
3i  x  6 

3|  x  6 
3i  x  6 
3^  x  6 
31- 


—    y     *}  — 
7   x     <JT 


«-x   31 


x   3f 


1— 

Jie 


1— 

J-32 

1  31 
•132 

2 

9- 
eit 

2^ 


Vf/w 


Jf 


rf 


STANDARD  DIMENSIONS 


6 


6* 


6-8- 


3 

051 

"33 


36 


LACING 


>N 


Maximum  Distance  C  for  given  thickness  of  bar. 


i  Rivet 


-*-  +  - 


SINGLE   LACING   t  -  ^ 

DOUBLE   LACING  t  —^ 

THICK. 
t 

DISTANCE 
C 

DISTANCE 
C 

THICK. 
t 

i    : 

0-  10 

1  -    3 

1 
4 

fe 

1  -    O^r 

1-    6f 

5 
16 

.3. 

8 

1-    3 

1  -lOi 

3. 
8 

1 

16 

1-    5ir 

2  -    2i 

7 
16 

5 

1-8 

2-6 

1 
2 

s. 

16 

1-104- 

2  -    93- 

S_ 
16 

5 

F 

2-1 

3  -    li 

5 

f 

-|  Rivet 


Rivet 


-W-J»- 

I    I 

__u. 


|  Rivet 

( 

xrj—  -pre: 

o  -*•* 

^j.....^, 

^  r 

/                                (!)      -H|0.,«i* 

i                     Vly/       '"|e* 

\         ' 

V          i         *    i 

k~ 

i*j 

1  _L    - 

<—  -*J 
c 

0 

O    J  (    (j) 

i)] 

Distance  to  be  added  to  C.  C.  length  c. 


WIDTH 
OF 
BAR 

FINISHED    LENGTH             « 

ORDERED    LENGTH             6 

WIDTH 
OF 
BAR 

DIAM.  OF  RIVET 

DIAM.  OF  RIVET 

1 

2 

.T 

S 

3 

4 

7 
« 

J 

i 

5 

« 

a 

4 

7 

8 

li 

11 

93 

6e 

tt 

1! 

11 

21 

O3 

^8 

21 

1J 

2 

2| 

2s1 

2i. 

a» 

2 

2^ 

21 

31 

21 

2i 

21 

3^ 

'    ;3iV 

Q»-    .- 

«JB    : 

2J 

2! 

§i 

3D 
•s 

2! 

All  Dimensions  in  Inches 


37 


MENSURATION 


'it 


07— 


XI  — 


ir 

tan  V»  — 


a(sln  Va) 
tj  sin  V 


as    . 


ll  —      ay 

irrc 

ah 


hs  xi 


V*  (sin  Vi) 


flVIL  ^-!\' 
I  .  cf  C 


\     -K.    / 

V"       ~V 


xdlatn.  x  attf/.  .F 


, 


o—   A/r2-  x2-(,—  h) 


38 


WOOD  SCREWS,  SPIKES  AND  NAILS. 

WOOD 
SCREWS 

WROUGHT  SPIKES 
NUMBER  TO  A  KEG  OF  150  LBS. 

STANDARD  STEEL  WIRE  NAILS 

STEEL  WIRE  SPIKES 

kj 

N 

co 

2  LENGTH 

COMMON 

FINISHING 

NO. 

DIAM. 

LENGTH 
N  INCHES 

-J-INCH 
NO. 

•^g  INCH 
NO. 

-|-  INCH 
NO. 

^  INCH 
NO. 

f  2  INCH 
NO. 

DIAM. 
INCHES 

NO.  PER 
POUND 

DIAM. 
INCHES 

NO.    PER 
POUND 

LENGTH 
INCHES 

DIAM. 

INCHES 

NO.    PER 
POUND 

O 

.056 

3 

2250 

2d 

1 

.0524 

1060 

.0453 

1558 

3 

.1620 

41 

1 

.069 

**~2 

1890 

1208 

3d 

H 

.0588 

640 

.0508 

913 

31 

.1819 

30 

2 

.082 

4 

1650 

1135 

4(1 

li 

.0720 

380 

.0508 

761 

4 

.2043 

23 

3 

.096 

^ 

1464 

1064 

54 

If 

.0764 

275 

.0571 

500 

4- 

.2294 

17 

4 

.109 

5 

1380 

930 

742 

Gd 

2 

.0808 

210 

.0641 

350 

5 

.2576 

13 

5 

.122 

6 

1292 

868 

570 

7d 

2* 

.0858 

160 

.0641 

315 

5i 

.2893 

11 

6 

.135 

7 

1161 

662 

482 

445 

306 

Sd 

2^ 

.0935 

115 

.0720 

214 

6 

.2893 

10 

7 

.149 

8 

635 

455 

384 

256 

9d 

21- 

.0963 

93 

.0720 

195 

6i 

.2249 

12 

8 

.162 

9 

573 

424 

300 

240 

lOd 

3 

.1082 

77 

.0808 

137 

7 

.2249 

7 

9 

.175 

10 

391 

270 

222 

12d 

3k 

.1144 

60 

.0808 

127 

8 

.3648 

5 

10 

.188 

11 

249 

203 

16d 

3t 

.1285 

48 

.0907 

90 

9 

.3648 

4i 

11 

.201 

12 

236 

180 

20(1 

4 

.1620 

31 

.1019 

62 

12 

.215 

30d 

41 

.1819 

22 

13 

.228 

40d 

5 

.2043 

17 

14 

.241 

50(1 

51 

.2294 

13 

IS 

.255 

GOd 

6 

.2576 

11 

16 

.268 

17 

.281 

18 

.293 

W 

.308 

20 

,321 

21 

.334 

22 

.347 

23 

.361 

24 

.374 

• 

25 

.387 

26 

.401 

27 

.414 

28 

.427 

29 

.440 

30 

.453 

39 


WROUGHT  IRON  TUBES 

ORDINARY  GAS  OR  WATER  PIPE 

HYDRAULIC  TUBING. 

EXTRA 

DOUBLE 
EXTRA 

NOMINAL 
DIAM. 

OUTSIDE 
DIAM. 

THICKNESS 

INSIDE 
DIAM. 

INTERNAL 
AREA 

EXTERNAL 
AREA 

WEIGHT 
PER.   FOOT 

THREADS 
PER.   INCH 

THICKNESS 

INSIDE 
DIAM. 

THICKNESS 

INSIDE 
DIAM. 

1 

8 

.40 

.07 

.27 

.06 

.13 

.24 

27 

.10 

.20 

1 
4 

.54 

.09 

.36 

.10 

.23 

.42 

18 

.12 

-29 

3 

8 

.67 

.09 

.49 

.19 

.36 

.56 

18 

.13 

.42 

.22 

.23 

1 
9 

.84 

.11 

.62 

.30 

.55 

.84 

14 

.15 

.54 

.29 

.24 

3 
4 

1.05 

.11 

.82 

.53 

.87 

1.12 

14 

.16 

.73 

.31 

.42 

1 

1.31 

.13 

1.05 

.86 

1.36 

1.67 

ni 

.18 

.95 

.36 

.58 

2  1 

1.66 

.14 

1.38 

1.49 

2.15 

2.24 

ni 

.19 

1.27 

.38 

.88 

ii 

1.90 

.15 

1.61 

2.03 

2.84 

2.68 

11  T 

.20 

1.49 

.40 

108 

2 

2.37 

.15 

2.07 

3.35 

4.48 

3.61 

nf 

.22 

1.93 

.44 

'     149 

* 

2.87 

.20 

2.47 

4.78 

6.49 

5.74 

8 

.28 

2.31 

.56 

175 

3 

3.50 

.22 

3.07 

7.38 

9.62 

7.54 

8 

.30 

2.89 

.60 

2.28 

*f 

4.00 

.23 

3.55 

9.89 

12.57 

9.00 

8 

.32 

3.35 

.64 

2.71 

4 

4.50 

.24 

4.03 

12.73 

15.90 

10.66 

8 

.34 

3.81 

.68 

3.13 

*i 

5.00 

.25 

4.51 

15.96 

19.64 

12.34 

8 

.35 

4.25 

.72 

3.56 

5 

5.56 

.26 

5.05 

19.99 

24.30 

14.50 

8 

.37 

4.81 

.75 

4.06 

6 

6.63 

.28 

6.07 

2888 

3447 

18.76 

8 

.44 

5.75 

.87 

4.87 

7 

7.63 

.30 

7.02 

3873 

45.66 

23.27 

8 

.50 

6.62 

.84 

6.06 

8 

8.63 

.32 

7.98 

50.03 

5843 

28.18 

8 

.56 

7.50 

.87 

6.87 

9 

9.63 

.34 

8.94 

62.73 

73.72 

3370 

8 

1O 

10.75 

.38 

10.02 

78.84 

90.76 

40.06 

8 

12 

12.75 

.38 

12.00 

113.09 

49.00 

8 

13 

14.00 

.38 

13.25 

53.92 

8 

14 

15.00 

.38 

14.25 

5789 

8 

Note:    Above  15  inches  the  outside  diameters  are  the  nominal  size. 

All  dimensions  given  in  inches,  all  weights  in  pounds. 

40 


ORDINATES 

for  1  6  foot  chords 

t 

i 
i 

i 
i 

r* 

,^ciri7~  ~~T^^ 

1 
i 

i 
1 

2-0  1.2-0  ! 

16^0" 

RADIUS 
IN 
INCHES 

ORDINATES  FOR  16-o"TEMPLET 

RADIUS 
IN 
INCHES 

ORDINATES  FOR  1  6-o'TEMPLET 

RADIUS 
IN 
INCHES 

ORDINATES  FOR  16-VTEMPLET 

a 

l> 

c 

(I 

a 

b 

c 

d 

a 

b 

c 

d 

200 

lift 

18  if 

23  £ 

24^ 

29O 

7ft 

12  £ 

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Table  of  Bevels 

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H 

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8 

O    -8  -12  "8  *-ilco  olg  n*  Hg    «l^<  og  «e  s|g   eo]oo  S|g  r-fi  SlS    -<«  £1S  »E  93  io]oo  sg  dS  S|3    raw  S!S  212  n 

IH.I 

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THCDOiO      OlOOlO       O^CD1^1      COCOOOCM       t-fHCCTH      CDO^O       ^COCOO 

coco^^     101000     THTHTHcq    cqcoco'^1     ^10100    or-<T~|cq     cqcqcoc 

3      CM    t- 
3      -^    ^1 

•        TH       CD 

IO    io 

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z 
< 

c 

u; 
Q 

cqcqcqcq    CMCMCOCO     cocococo     cocococo     cococo^j    3^3]3I     •^•^•^^ 

p  ^^ 

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5 

> 

HI 

Z 

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OO^CDlO      OlOOlO      OlOOCO      THCD-rHCO        T-iCOTHCD      THt-T-iCD       THCDTHCC 

^10100    ^-I'-ICMCM     coco\t1^     10000      ^-iTHCMcq    coco^J<\t<     lomoc 

)             TH        CC 

5        TH     ,. 

)        TH        (6 

CM    CM 

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8983999999999944   g;?^^^  g^^? 

3      CM    0 

cq  cq 

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ioioOTH     •^-'cqcqco     co^f^io     oOTH'-i      cqcqcoco    •'Jioioo     OT-|T-|CI 

H        t-    C- 
3      Cq    V 

i  oo  co 

)    CO   ^ 

cb 

z 
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6 

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COCOt>l>-      t-t-t-t-      t-l>I>t-      00000000       00000000      OOCOCOCO      COCOCDC 

cocococo     cocococo     cocococo     cocococo     cocococo    cocococo     cocococ 

0      CD    O 
D      CO    C" 

)    CD    CD 
)     CO    CO 

; 

> 

111 

Z 
5 

CMOO^O      tr-COOO-^       Ot-COCD      lOOt-CO        CDiOTHCD      CMOOlOO       CDCMl^-^ 
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V     O   if 
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o 

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6 

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COCOCOC      ^^J*^^1       ^^^^      ^lOiOiO        lOiOiOlO      lOiOiOCD       CDCQCDC! 

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3      CD    CC 
3      CO    F 

>    CD   CD 
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3      t-    C» 
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q    co  if 
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5    0    0 

0 

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0      CD    O 

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| 

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t>iOCOO       OOlOCOO       OOCOCOO      OOCOCOO        OOlOCOO      OOlOCMCO       t-^THO 

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3       lO    C< 

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cMcq.cqcq     CMCMCMCM     cqcqcqcq    cqcqcqcq     cqcqcqcq    cqcqcqcq     cqcqcqc 

D      CD    a 

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i 

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0      t-    If 
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3      T}<    C 

f    io  c 

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3      CO    t 
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1<       CO    C 
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D      00    C 

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> 

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o  T~t  c^     co  ^1*  10  o     r~  '  cq  co  co    ^IOOT~'     cq  co  ^  10    LOOT—  'CM     co^ioc 

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0  H3  -S  *  H.  +  +  HI  *  *  .*  4  nw  =,  H,  *    H.  T.  *  *  +  *  *  m  -  3S  =1=  « 

g   t-!w  ?, 

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CO    —1-     W|O 

43 


NATURAL  TANGENTS. 

0  IT 

0 

5' 

10 

15 

20 

25' 

30 

35 

40 

45 

50 

55 

60 

o  a 
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0 

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2 

.0349 

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.0437 

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.0466 

.0480 

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2 

3 

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4 

5 

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11-  3 

11-91 

12-41 

12-11* 

13-6 

27 

28 

7-0 

7-  3* 

7-  7 

7-10* 

8-  2 

8-  9 

9-4 

9-11 

10-  6 

11-  1 

11-  8 

12-  3 

12-10 

13-  5 

14-0 

28 

29 

7-3 

7-  61 

7-10* 

8-l| 

8-  5* 

9-  Of 

9-8 

10-  3* 

10-10* 

11-  5! 

12-  1 

12-  81 

13-  3^ 

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14-6 

29 

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7-6 

7-  91 

8-  H 

8-  5* 

8-  9 

9-4* 

10-0 

10-  7i 

11-  3 

11-10* 

12-  6 

13-  1* 

13-  9 

14-  4§ 

15-0 

30 

1  SPACES 

3 

31 

31 

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34 

4 

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51 

51 

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6 

SPACES 

PITCH  IN  INCHES 

46 


EXTREHE  LENGTHS  OF  PLATES 
(Rolled  by  Carnegie  Steel  Co.) 

U.  M.  PLATES 

SHEARED  PLATES 

XOTE:  For  intermediate  widths  not  giren  use  the  next  greater  width. 

WIDTH  IN 
INCHES 

33SSSIS333 

S388S38S!H§3§§* 

WIDTH  IN 
INCHES 

* 

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WIDTH  IN 
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82!$§8§8333 

S88g^5l$||||5g?| 

WIDTH  IN 
INCHES 

U.  M.  PLATES 

SHEARED  PLATES 

47 


DECIMAL  PARTS. 

DECIMAL  PARTS  OF  A  FOOT 

DECIMAL 
PARTS  OF 
AN  INCH 

0 

1 

2 

3 

4 

O 

6 

7 

8 

9 

10 

11 

.0 

.0833 

.1667 

.2500 

.3333 

.4167 

.5000 

.5833 

.6667 

.7500 

.8333 

.9167 

i 

33 

.0026 

.0859 

.1693 

.2526 

.3359 

.4193 

.5026 

.5859 

.6693 

.7526 

.8359 

.9193 

1 
32 

.0313 

1 
10 

.0052 

.0885 

.1719 

.2552 

.3385 

.4219 

.5052 

.5885 

.6719 

.7552 

.8385 

.9219 

1 
10 

.0625 

3 

32 

.0078 

.0911 

.1745 

.2578 

.3411 

.4245 

.5078 

.5911 

.6745 

.7578 

.8411 

.9245 

3 

32 

.0938 

i 
s 

.0104 

.0938 

.1771 

.2604 

.3438 

.4271 

.5104 

.5938 

.6771 

.7604 

.8438 

.9271 

1 
8 

.125 

32 

.0130 

.0964 

.1797 

.2630 

.3464 

.4297 

.5130 

.5964 

.6797 

.7630 

.8464 

.9297 

5 
32 

.1563 

3 

Id 

.0156 

.0990 

.1823 

.2656 

.3490 

.4323 

.5156 

.5990 

.6823 

.7656 

.8490 

.9323 

3 
10 

.1875 

7 
32 

.0182 

.1016 

.1849 

.2682 

.3516 

.4349 

.5182 

.6016 

.6849 

.7682 

.8516 

.9349 

7 
32 

.2188 

1 
J 

.0208 

.1042 

.1875 

.2708 

.3542 

.4375 

.5208 

.6042 

.6875 

.7708 

.8542 

.9375 

1 
4 

.25 

O 

32 

.0234 

.1068 

.1901 

.2734 

.3568 

.4401 

.5234 

.6068 

.6901 

.7734 

.8568 

.9401 

O 
32 

.2813 

5 
10 

.0260 

.1094 

.1927 

.2760 

.3594 

.4427 

.5260 

.6094 

.6927 

.7760 

.8594 

.9427 

10 

.3125 

11 

32 

.0286 

.1120 

.1953 

.2786 

.3620 

.4453 

.5286 

.6120 

.6953 

.7786 

.8620 

.9453 

11 

32 

.3438 

3 

8 

.0313 

.1146 

.1979 

.2813 

.3646 

.4479 

.5313 

.6146 

.6979 

.7813 

.8646 

.9479 

3 

8 

.375 

13 
32 

.0339 

.1172 

.2005 

.2839 

.3672 

.4505 

.5339 

.6172 

.7005 

.7839 

.8672 

.9505 

13 
32 

.4063 

7 
10 

.0365 

.1198 

.2031 

.2865 

.3698 

.4531 

.5365 

.6198 

.7031 

.7865 

.8698 

.9531 

7 
10 

.4375 

15 
32 

.0391 

.1224 

.2057 

.2891 

.3724 

.4557 

.5391 

.6224 

.7057 

.7891 

.8724 

.9557 

IS 

32 

.4688 

1 
~2~ 

.0417 

.1250 

.2083 

.2917 

.3750 

.4583 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

1 
2 

.5 

17 

32 

.0443 

.1276 

.2109 

.2943 

.3776 

.4609 

.5443 

.6276 

.7109 

.7943 

.8776 

.9609 

17 

32 

.5313 

O 

la 

.0469 

.1302 

.2135 

.2969 

.3802 

.4635 

.5469 

.6302 

.7135 

.7969 

.8802 

.9635 

O 
10 

.5625 

19 

32 

.0495 

.1328 

.2161 

.2995 

.3828 

.4661 

.5495 

.6328 

.7161 

.7995 

.8828 

.9661 

19 

32 

.5938 

5 

8 

.0521 

.1354 

.2188 

.3021 

.3854 

.4688 

.5521 

.6354 

.7188 

.8021 

.8854 

.9688 

5 

8 

.625 

21 

32 

.0547 

.1380 

.2214 

.3047 

.3880 

.4714 

.5547 

.6380 

.7214 

.8047 

.8880 

.9714 

21 
32 

.6563 

11 

1O 

.0573 

.1406 

.2240 

.3073 

.3906 

.4740 

.5573 

.6406 

.7240 

.8073 

.8906 

.9740 

11 
10 

.6875 

23 
32 

.0599 

.1432 

.2266 

.3099 

.3932 

.4766 

.5599 

.6432 

.7266 

.8099 

.8932 

.9766 

23 
32 

.7188 

3 

1 

.0625 

.1458 

.2292 

.3125 

.3958 

.4792 

.5625 

.6458 

.7292 

.8125 

.8958 

.9792 

3 

4 

.75 

23 
32 

.0651 

.1484 

.2318 

.3151 

.3984 

.4818 

.5651 

.6484 

.7318 

.8151 

.8984 

.9818 

25 
32 

.7813 

13 
10 

.0677 

.1510 

.2344 

.3177 

.4010 

.4844 

.5677 

.6510 

.7344 

.8177 

.9010 

.9844 

13 
10 

.8125 

27 
32 

.0703 

.1536 

2370 

.3203 

.4036 

.4870 

.5703 

.6536 

.7370 

.8203 

.9036 

.9870 

27 
32 

.8438 

7 
8 

.0729 

.1563 

.2396 

.3229 

.4063 

.4896 

.5729 

.6563 

.7396 

.8229 

.9063 

.9896 

T_ 
X 

.875 

2O 
32 

.0755 

.1589 

.2422 

.3255 

.4089 

.4922 

.5755 

.6589 

.7422 

.8255 

.9089 

.9922 

20 
32 

.9063 

IS 
16 

.0781 

.1615 

.2448 

.3281 

.4115 

.4948 

.5781 

.6615 

.7448 

.8281 

.9115 

.9948 

IS 

10 

.9375 

31 

32 

.0807 

.1641 

.2474 

.3307 

.4141 

.4974 

.5807 

.6641 

.7474 

.8307 

.9141 

.9974 

31 

32 

.9688 

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57 


CORRUGATED  STEEL. 


Clinch  rivets 


Cloning  rivet. 


Gable  finish  for  steel  end. 


Planning  turned  Into 
joint*  of  !•  pi .•  I,  and  ~ 
stepped  about  every 

*'.«." 


Purlin. 

Augle  spacer. 


Roof  steel. \ 


Clinch  rlvet.x. 


Jtoof  steel  turned  up 
behind  vent  end  steel. 

Finish  of  vent  ends. 
FbftUh  ancle 


Gable  finish 
with  parapet 
wall. 


84"  Set. 


84"  Net. 


Side  lap  for  roof  Cor.  steel. 


nd  Wall. 

Gable  finish  with  brick  wall. 

Slope  about  l" i n  10  'to  15.' 


Corrugated  steel  for  roofing  U  rnllrd  from  ..  sheet  30   ' 
wide  In  the  flat,  -_'7 ' .  "  « j.lc  when  rolled  one  edge  up  and 
one  down.  Laid  with  1%  "  eorriiirallons  Up  will  cover  21" of  roof. 

When  ordering  mate  distinct!)  that  the  sheeting  Is  for 
roofing;  la  to    be  27>$//wlde  alter  corrugating;;  corrugations  to  be 
V<leep;  whether  sheeting  U  to  be  galvanized  or  black,  painted; 
give  gage  specified. 


purlin  spa 


Order  sheets,  wherever  possible,  In  even  feet  lengths  to  span  two 


Cement. 
Table  of  clinch  rivets. 


Allow  G"end  lap  for  roofs  of  G" pitch. 
Allow  8" end  lap  for  roofs  of  4" pilch. 
For  roofs  of  less  tnan  i"pltch  lap  8" and  lay 


Purlin  Irg. 

a" 

2X.--3- 

3HT 

4'-4^- 

Length. 

4" 

5" 

0" 

;" 

\u.  per.  pound. 

4S. 

88. 

83. 

27. 

Clinch  rivets  spaced  every  6." 
Rivet  always  to  go  through 
top  of  corrugations.  \ 


For  *iiiall  root's  IIDC 
plain  ridge  cap. 
For  opuiiK  40'.  0  " 
and  over  iifte 
ridge  roll. 


If  side  laps  of  roofing  are  to 
be  riveted,  u»e  closing  rivets 
•paced  about  18" apart. 


Valley  gutter. 


Kidge  roll. 

Ab  , 

ccd  every  « 


x*18  Straps  spaced 
every  l'-  0"rlveted  to 
corrugated  steel. 


80  Gal.  steel  unl 
otherwise  spcclllcd. 


Adjustable 

angers  every 

4'.  0." 


False  bottom. 
Box  cornice 


Hanging 
gutter. 


Conductor 

4"  Every  40 '  {  Made  of  *  84  Gal.  steel 

5"      "        "      /"unless  otherwise  specified, 

5"       "         ' 


Spans  of  roof. 

IP  to  50' 

6O ' to  TO ' 

TO' to  100' 

Hanging  gutters  should  slope  at  least  1"  In  15.' 


58 


CORRUGATED  STEEL. 


Plain  Finish 


Flashed  Finish 


Clinch  Rivet 

to 

fl 

g 

55 
| 

5 
oo 


/* 

Closing  Rivet 


Closing  Rivet 

" 


[/losing  Rivet 


Clips  &  Bolt^ 


Inside  Corner 
Capping. 


\ 

Flaslii 

made 

-• 

-~^, 

CjralVa 

Crimj 

.Strap 


Approximate  Shipping  Weight  per  Sq. 
Corrugated  Sheets    U.S.  Standard . 


Painted  Cor.  Steel 

Gulv.  Cor.  Steel 

Gas* 

Weight 

Gage 

Weiirhl 

10 

tJJ 

1C 

201 

18 

22U 

18 

230 

•20 

1C5 

M 

182 

22 

138 

22 

151 

24 

111 

21 

127 

M 

84 

M 

09 

27 

77 

27 

93 

28 

W 

28 

M 

Outside  Corner 
Capping. 


Side  Lap  for  Cor.  Steel  Siding 

Corrugated  steel  for  Hiding  Is  rolled  from  a 
sheet  88'wlde  In  the  flat,  8«"wlde  when  rolled 
both  edges  down,  laid  with  one  corrugation 
lap  will  cover  24 "of  side. 

When  ordering  state  distinctly  {hat  the 
sheeting  Is  for  siding;  Is  to  be  86"  wide  after 
corrugating;   corrugations  to  be  %"deep; 
•whether  sheeting  Is  to  be  galvanized  or  black, 
painted;  give  gage. 

Order  sheets  wherever  possible  In  even  feet 
lengths  to  spau  8  purlin  spaces. 

Allow  4" end  lap. 

If  side  laps  are  to  be  riveted,  space  closing; 
rivets  about  18 "apart. 


Track  &  Hangers 
Head  Jamb 


Side  Jamb 
Wood  Door  Frame 


bod  Block 


Door 


Steel  Door  Frame 
Door 


Provide  roller  guides  and  door  stops  to  hold 
doors  securely  in  place  when  open  or  shut 


59 


CORRUGATED    STEEL 


Itoof  Steel 
Clinch  Klvct 


width.    8  hinge*  for  shutter*  8.'0 
under.    8  hinges  for  shutter* 
over  8-0"long. 


Bracket  attached  to  frame. 


Thin  distance  *"les* 
than  length  i>r 
•butter. 


~  For  gear  device, 
~~-',V  "''utters  to  swing 
-'*^*  on  plvotdln  end 


,'*^  Lever. 
Steel  spring  to  opposite  olde. 


Tlil»  or  similar  lever  apparatus 
may  be  used  on  better  class  of 
structure*;  It  Is  ulso  u-ril  for 
sash.     It  may  be  oper- 
ated from  any  point  as  sped* 
lied. 


14  '  riii-hiiii;  turned  ^-^, 
over  uncle. 


IMpe.     S      Roof  Steel. 
Clinch  Klvet' 


Ordinary  length  of 
•butter,  ---o. 


Section  through 
1  hi  t  or  crimped 
Steel  shutter. 


Section  through 
Corrugated 
Steel  shutter. 


Flat  or  crimped  steel        »«>  gauge  A  of 
same  kind  of  material  as  roof  unless  noted. 
Ventilators  with  Hat  or  crimped  steel 
hutters,  should  have  Intermediate  portions 
v  cuds  co>  ercd  with  corrugated  steel. 
1  ->•  standard  corner  cap.      Vents  with  Cor. 
steel  shutter,  to  be  covered  with  regular 
Cor.  steel  same  as  rest  of  building. 


Roof  Steel. 


Flusl'lug  uiilcnK  otherwluc  spccllled 
i-  usually  one  gauge  thinner  than 
roof  covering  .V  of  same  kind  of 
material. 


I  -i  angle  uprights  at 
splice  joints  of  louvres. 


x  K" brackets 
splice  joints. 


Gauge  ii I'm i- tui 
unless  specllled. 


'xK"  Strap  at  joints'.  -^  >- 


Louvres  of  this  kind  arc  made 
of        ;  I  steel.     Maximum  length  4-1 
End  lap  V' to  X."        Order  steel  for 
louvres  11"  wide. 
•If"  holes  In  upright*, 
for  X"oval  Bcrew  head        15"Louvre  Flashing, 
bolts  fc"  long. 


Roof  Steel 


BERLIN 
LOUVRES. 


Maximum  length  of 
louvres  ?-O,"no  lap. 
Order  steel  11"  wide, 
^j"  holes  for  5s"ovul 
screw  head  bolts  1 " 
.long.  1{ruc.kcU  nt  J 


18"  Fin  shin 
Roof  Steel. 


SHIFFLER 
LOUVRES. 


60 


ORDINARY  WINDOW  SASH 

Dimensions  in  feet  and  inches  . 

fc" 

0  x 

SIZE  OF 

GLA3S 

WIDTH 
W 

HEIGHT 
H 

STYLE 

STYLE 

HEIGHT 
H 

WIDTH 
IK 

SIZE  OF 
GLASS 

L_  </) 

z  3 

6 

10x12 

12x12 
10x14 
12  x  14 
10x16 
12x16 
14  x  16 

2-114 

2-lH 
3-5i 
2-1U 
3-54 

0.111 

2-5| 
2-5| 
2-9| 
2-9f 
3-1-1 
3-H 
3-li 

4-74 
4-74 
6-84 
5-34 

5-ni 

5-lli- 
R  _  11' 

2-lli- 
3-5i 
2-lli- 
8-54 
2-lli- 
3-S-t 
3  -Hi 

10x12 
12x12 
10  x  14 
12x14 
10x16 
12x16 
14x16 

12 

Nj 

j 

*  ir 

, 

w 

9 

10x12 
12x12 
10x14 
12x14 
10x16 
12x16 
14x16 

2  -111 
3-5i 
2  -114 
8-64 

2  -Hi 
3-5i 
3  -Hi 

3-6 
3-6 
4-0 
4-0 
*4-6 
*4-6 
*4-6 

6-8i 
6-8i 
7-8i- 

*8-8i 
*8-8i 

2-1U- 
3-54 
2  -Hi 
3-54 

10x12 
12x12 
10  x  14 
12  x.14 
10x16 
12x16 
14.x  16 

18 

t 

N 

«... 

r 

*8-8] 

""IF 

"i 

8 

10x12 
12x12 
10x14 
12x14 
•10  x  16 
12x16 
14*16 

3-9f 
*4-5l 
3-94 
*  4  -5T 
3-9| 
*4-5i 
*5-li 

2-«4 

2-54 
2-9| 
2-94 
3-14 

3-li 

31  3 

4-7i- 
5-31  • 
5-3i- 

5  -Jla 

3-91 

•4-54 
3-9| 
«4-5f 
3-9| 

10x12 
12x12 
10-xl4 
12x14 
10  *16 
12x16 
14x16 

16 

t 

-    ft; 

j 

k 

j 

-la 

w 

L-     -J 

;       w    1 

5  'Ha 

12 

10x12 
12x12 
10x14 
12x14 
10x16 
-  12  x-16 
14x16 

3-91 
;*4-5i    . 
3-94 
*4-5f 

3-6 
3-6 
4-0 
4-0 
*4-6 
*4-6 
*4-6 

6-8i- 
6-8i 
7-8^ 
7-  Qv 
8-8i 

3-9| 
*4-5f 
3-91 
.4-51 

3-9f 

10x12 
12-xl2 
10  x  14 
12x14 
10x16 
12,x  16 
14x16 

« 

3-91 

_  __:  _  _ 

^ 

t>j 

*4-5| 

•jr 

8-8* 

*4-5f 

K 

nr 

< 

*i 

e:  Sizes  marked  thus*  have  1Y  sash. 


61 


CONTINUOUS  FRAflES  AND  SASH  IN  MONITOR. 


(.'.  i  in  ;.r<l  Iron  Cornice. 


Dimeiisioiis  of  sash  deteriuiued  1>  y 
number  and  size  of  lights. 


Usual  sizes  of  lights  1O  x  13,  13  x  13, 
10"x  14,"  and  13"x  14','  No.  3  American 
glass,  single  strength. 
For  lights  larger  than  12."x  14"use 
double  strength. 

0  i 


ELEVATION 


SECTION 


-X  round —r 


— K+-or — *)»y  -**--  -Glass XK Glass — >j|* Glass- 

»,  Bluutins  and  4^-'-- 


PLAN 


Design  shown  is  for  fixed  sash  for  monitor;  for  swing  monitor  sksh,  cut  stops  off  as 
shown  by  dotted  lines  and  omit  head  stop  on  inside. 

Make  frames  and  sash  of  White  Pine,  excepting  spiking  and  hloQking  pieces,  which 
are  to  be  of  Sprnce,  Hemlock  or  Norway  Pine,  planed  on  all  exposed  sides.  .For  swing 
sash  order  two  trunnions  for  each  sash,  and  call  for  lever  operating  device. 


62 


CONTINUOUS  SASH 


J 

,Cor.  (steel 

<- 

Purlin                       Tinner's  Nails 

•              '1             _~i                               V 

i 
i 

1 

£ 

!. 

X 
91 

„ 

.    • 

(* 

*   J 

*!» 

•    • 

1 

o    • 

L 

• 

' 

* 
• 

. 
• 

• 

~~        1 

*       i  'li 

fc     :! 

•^      !  ;i' 
• 

1-  i 

0   II 

2  "« 
*2     f 

1!  .  J 

S'ii 
1 

3 

' 

i' 

Muntin 

Top  Bail 
Muutin 

Dimensions  of  sash  c 
and  size  of  lights  . 

1 

determined  b 

>•  number 

1 
Usual  si 
2  and  12"x  14' 
Jj            For  ligh 
strength. 

r~       ~~i 

zes  of  lights, 
No.  2  Aineri 
ts  larger  thai 

II 



LO'x  13,  12  x 
can  glass,  siu 
i  13"x  14"use 

12,  10x14 
?le  strength, 
double 

/  Screw;  12  I 
•  headed,  '•  H 
(  washer. 

V          1 

lue,  round 
long,  with 

bottom  Bail 

•                                  • 

•? 

is                                    5 

-;.  

J 

-   : 

|                     -\ 

1 

1 

liioiiui 

|     Cor.  Steel 

1   XBo 


ELEVATIOX 


i  II 

h=4^  — 

i 

i  // 

}»-•»)*+  or  —  •» 

//i 
t---Jf---  Glass  —  f 

*  —  Glass  —  > 

ii  /,                i    ,;i 
H                m                '2^i] 

1*---  Glass  —  >Ji*  —  Glass  —  -*V-*n*->! 

r                                                       I       ..    i 

3-oc.  to  c. 
SECTION 


I*--  ~'-W-  Glass,  Muntins,  and  4M-"-- 

PLAN 


Design  shown  is  for  Continuous  Fixed  Sash  in  Cor.  Steel  sides.  Make  sasli 
and  sill  of  white  Pine,  planed  on  all  exposed  sides. 


63 


CONTINUOUS  SLIDING  SASH. 


Lag  Screws  J4  x 
Spaced  2'to  3'Ctrs 


Dimension  of  sash,  determined  by 
number  and  size  of  light*. 


Muntiiis 


jr 

Usual  size  of  lights  lo'x  l»,"l»"x  13l 
lO"x  I  1  in  I  13"x  14','  No,  2  American 
glass,  single  strength.  „  „ 

For  lights  larger  than  12  x  14  use 
double  strength  glass. 


..'•     Bottom  Rjiil  Q..jJ? 


Purlin 


Cor.  Steel 


ELEVATION 

Di'x  i/'Stop 


Roller 


-Glass »<l«— Glass *>!<*- — Glass 

W-  Glass,  M M ii i  i n-  and  4K"  ~ 
PLAN 


SECTION 


Design  shown  is  for  sliding  sash  in  corrugated  steel  sides. 

Make  frames  and  sash  of  white  pine,  excepting  spiking  and  blocking  pieces, 
•which  arc  to  be  of  spruce,  hemlock  or  Norway  pine,  planed  on  all  exposed 
sides.  The  stop  used  for  roller  track,  is  to  be  hardwood- 

Call,  for  operating  device,  as  desired. 


64 


COUNTERBALANCED  WINDOWS 


L 


Flashing 


Purlin 


Top  Hail 


Muntiiis_ 


Meeting  Hail 


Dimension  of  sash  determined 
by  number  and  size  of  lights. 


C    I  Muntins  Jl 


Usual  sizes  of  lights  lo'x  12','l2"x  12," 
10  x  14*  and  is'x  14'/No.  2  American 
glass,  single  strength. 

For  lights  larger  than  12  x  14  use 
double  strength  glass. 


Bottom  Rail 


Purlin 


Purlin 


Cor.  Steel 


Trim  sheet  under' 
window  in  field 


ELEVATIOX 


SECTION 


1— 

1               11               /  *      "^"T 

1 

.---_,_--&  -j<-_.                  J   « 

—jrz-Jr; 

f  _„--.;»  >|_--                 :-(!-/»--„  -T--S 
J*TM»lX»top        j|                                 «x%  parting  strip  /4_ 

<|*«k^* — Glass- — *)!<- — Glass-  -->jj* — Glass-  -»1<- 

|2^'  21 


1    J4  round 


j*. —     ---\V-— -Glass,-Muntins-and-4M--          — +1 
4'-  o"Max. 

PLAN 

Design  shown  is  for  a  \vindow  frame  with  counterbalanced  sash  in  corrugated 

steel  sides. 
Make  frame  and  sash  of  white  Pine,  except  spiking  and  blocking  pieces,  which 

are  of  Spruce,  Hemlock  or  Norway  Pine  planed  on  all  exposed  sides. 


This  design  for  sash  having  both  dimensions  not  greater  than  4'-  o" 


Top  Il;til 


Muiitin 


Meeting 


Uail 


Dimension  ul's.i-li  determined  by 
number  and  size  of  lights 


.nautili 


Usual  sizes  of  lights,  1O  x  12,  12  x  18, 
10 'x  i  I.  .UK!  12'*  14','No.2  American 
glass,  single  strength        t> 
For  lights  larger  than  12  x  14  use 
double  strength  glass. 


Bottom  Rail 


Trim  Sheet  under 
window  in  field 


Purliu 


ELEVATION 


Drip'/   [W  /     »x8sill 
-X  round    SJ  *4  x  lX"Lagscrews 
SECTIOX 


J                                        --' 

—  f  .;     i 

-  ^  IK'  x  IK"                      K'X  fc'  parting  strip/"!-  _ 

U  —  1  u  u  1  — 

84   12*  II v  !!»/'  i2^    i 

M— »|«— Glass — 4p--Glass — 4p — Glass— 4— H<4  j 

1  !  !  T 

k — W.—  Glass,  Mtintiiis  and-4K--     — ^ 


PLAN 


L-K  round 


This  design  for  sash 
having  one  dimension  not 
less  than  4'  -  1." 


Design  shown  is  for  a  window  frame  with  counterbalanced  sash  in  corrugated  steel 
sides. 

Make  frame  and  sash  of  white  Pine,  except  spiking  and  blocking  pieces,  which  are  of 
Spruce,  Hemlock  or  Norway  Pine,  planed  on  all  exposed  sides. 


66 


DOUBLE  HUNG,  WEIGHTED  WINDOWS. 


JCnr.  Stool 

hing 

r 

H1I 

1,.: 

Luj'U'  «  hi  i_ 

Purlin 

d 

.i?_L              I!i_             J 

f  H  x  l-?4'jLagscrew 

1 

Top  Kail 

n 

Muntin 

Meeting  Rail 

i 

I                     II 

Dimension  of  sash   determined 
by  number  and   size   of  lights. 

II              1 

•, 
"7. 

Usual  sizes  of  lights,    10"x  12," 
13"  x   12','  lO"x   14','  and   12"x   14',' 
No.   3   American  glass,   single 
Strength  . 
For  lights  larger  than  13"x  14" 
use  double  strength   glass. 

Bottom  Rail 

1                   :                                                            |                                                            f 

eg 



Purlin                                                   ? 

5\°  .         i 

—  Cor.  Steel 
ELEVATION. 

Trim  sheet  under' 

Vk  x  %  parting  strip 


i 


;T~T- 


dr- 


'x  1^'Lag- 
screw 

'x  s'block 


Mortised 
Pulley 


1-J4  round 

SECTION. 


n  ^"M  r°nnd 


"L/M   ' 

V*-  4-%*---i-7,—  Glass—  -»fi*-  —  Glass—  •*!<*—  Glass—  Jp'T4*8  ^i 

!<-—  W  =  Glass,  Muntins,  and  ^-lUfafur1) 
PLAN. 


This  design  for  sash 
having  both  dimensions 
not  greater  than  4-O'.' 


Design  shown  is  for  a  window  frame  with  double  hung  weighted  sash  in  cor.  steel 
siding.  Make  sill  and  casings  of  white  pine;  jambs  and  parting  strips  of  hard  pine; 
spiking  pieces  and  blocks  of  Spruce,  Hemlock  or  Norway  Pine,  planed  on  all  exposed 
sides. 


67 


DOUBLE  HUNG,  WEIGHTED  WINDOWS. 


o 


Top  Kail 


Muntin 


leetiiig  Rail 


Dimension  of  sash  determined 
by  number  and  size  of  lights. 


Usual  sizes  of  lights,    10"x  12," 
18"  x   12^'  lO"x   14','  and   12  'x   14',' 
No.    2   American  glass,   single 
Strength. 

For  lights  larger  than  12"x   14" 
use  double  strength  glass. 


1  J  .1  1  ..  :M  Kail 


L 

i 


•k—  Cor.  Steel 
ELEVATION. 


AY* 


x  -^'parting  strip 


-%x 


Tl^x3" 
j"^" 


2x3  block 


77";  '"} 

^t      IJ        \ 

4         \ai 

A             '            ' 

*^l       "^ 

T1                     i 

-  Mortised 

L  1           Pulley 

j 

i 

i 

*"'~"~nff 

H 

i 

s-»                "S 

1  "  ' 

S!                 S 

\    T1           a. 

\  J                 a 

T 

"S 

-  i 

S 

:?  * 

j_«  .  -      ^*<_        v, 

B 

1 

_o 

3 

*"          ~* 

w 

r 

' 

3 

i 

i 

V  *          '  '  ~ 

i 

vi 

-»S;-±~lJJ  —  i 

-"•f*'*?    *-      •> 

Li..  ..A- 

Drip 
1-'J4  round 


x  8  sill 
SECTION. 


i- J4  round 


Vn*^rU^*  ***-—  Glass >^  - -Glass- --*w-- -Glass- -J..-J 

&"          '    !  2J4'  ,,      ,    ,/       2J|  ] 

-\V-  Glass,  Muutins,  and  4J^-4-l  Min;"^ 

PLAN. 


This  design  for  sash 
having  one  dimension 
not  less  than  4-l'.' 


Design  shown  is  for  o,  window  frame  with  double  hung  weighted  sash  in  cor.  steel 
siding.  Make  sill  and  casings  of  white  pine;  jambs  and  parting  strips  of  hard  pine; 
apiking  pieces  and  blocks  of  Spruce,  Hemlock  or  Norway  Pine,  planed  on  all  exposed 
sides. 


68 


STANDARD  DOOR 


4  Hutched  and 
/  beaded  white  pine 
sheathing  screwed 
to  frame  wltl  Siu. 


;y<Quarter  round 
nailed  with  brudg 
^'chamfer 


For  doors  «-0  to  8-0  wide; 


I/.' 


Section  A-A 


all  doors  over  v<»  wlile   to  have  two  or  more  center  stiles 


Meeting  strips  for        Meeting  strip  for 
double  sliding  doors,   double  swing  doors. 


Doors  may  be  either  glide  or  swine'.   Sliding  doors  should 

be  4  wider  und  2  hlirher  than  clear  opening  between  jaiub». 

All  doors  under  6-0" wide  to  have  1^  stiles  and  rails. 

AH  dbor»  over  6-0  wide  to  h'ave  1%' stiles  and  rail-. 

AH  stiles  and  rails  to  be  halved  or  mortised  uud  tenoned 

together. 

l>oors  to  be  utade  of  white  pine 

If*  doors  arc  to  be  covered  with  tin  or  sheet  metal  they  are 

to  be  made  of  two  or  more  thk-knessus  of  %  matched  white 

pine  sheuthiug  not  OVCK  4  wide,  laid  diagonally  and  put 

together  with  wrought  ualls  well  clinched.. 


Design  for  door  up  to 
3-O"x  "i'-O" 


Design  for  doors  over  3-O  x.  7-0 
and  up  to  6-o"wide 


69 


OWL  ENGINEERING 

U.  of  C. 
1SSOCI4TION 


CORRUGATED  SHEETING  FOR  BUILDINGS 
AND  ROOFS. 


Two  kinds  of  corrugated  sheeting  are  used  in  cover- 
ing buildings — the  flat,  which  is  to  be  painted,  and  the 
galvanized.  In  the  United  States  sheets  both  flat  and 
corrugated  are  made  by  the  mills  to  fulfil  the  standards, 
fixing  the  gage,  thickness  and  weight  per  square  foot, 
approved  by  act  of  Congress,  March  3,  1893.  They 
are  as  follows : 


WEIGHT   PER   SQUARE   FOOT. 

GAUGE  No. 

THICKNESS 
IN  INCHES. 

FLAT  SHEETS. 

CORRUGATED  SHEETS. 

Black. 

Galvanized. 

Black,  Pain  ted 

Galvanized. 

16 

.0625 

2.50 

2.66 

2.75 

2.91 

18 

.0500 

2.00 

2.16 

2.20 

2.36 

20 

.0375 

1.50 

1.66 

1.65 

1.82 

22 

.0313 

1.25 

1.41 

1.38 

1.54 

24 

.0250 

1.00 

1.16 

1.11 

1.27 

26 

.0188 

0.75 

.91 

0.84 

0.99 

28 

.0156 

0.63 

,79 

0.69 

0.86 

1 

The  weights  of  corrugated  in  the  above  table  are 
for  the  standard  corrugations,  2J  inches  wide  approxi- 
mately, and  5  of  an  inch  deep. 

The  standard  slope  for  roofs  covered  with  corrugated 
sheeting  is  six  inches  to  the  foot.  The  sheeting  should 
not  be  used  on  roofs  having  a  slope  of  less  than  four 
inches  to  the  foot,  unless  special  provision  be  made  to 
make  laps  tight.  The  sheeting  is  placed  directly  on 

70 


Roofing. 


CORRUGATED  SHEETING  FOR  BUILDINGS  AND  ROOFS. 


purlins  spaced  proper  distances  apart,  or  may  be  laid 
directly  on  wood  sheathing,  which  covers  the  entire 
surface  of  the  roof.  When  the  corrugated  sheeting 
rests  on  purlins,  the  gages  commonly  used  are  No.  20 
and  22. 

siding.  Corrugated  sheeting  for  siding  of  buildings  is  attached 

the  same  as  roofing,  directly  to  the  purlins  or  nailed  to 
wood  sheathing.  If  purlins  are  used,  the  gages  com- 
monly specified  are  Nos.  22  and  24.  One  gage  lighter 
being  used  for  the  siding  than  is  used  for  the  roofing 
for  the  same  building. 

Whenever  possible,  particularly  for  roofing,  sheets 
should  be  arranged  to  span  at  least  two  purlin  spaces. 

Fastening  for  Corrugated  Sheeting. 

Various  methods  of  fastening  the  corrugated  sheet- 
ing to  purlins  on  the  sides  and  roofs  of  buildings  are 
shown  on  the  accompanying  standard  illustrations,  pages 
No.  58  and  59,  and  in  a  general  way  is  shown  the  dif- 
ferent conditions  under  which  the  different  methods  of 
fastening  should  be  employed. 

straps  Straps  made  of  band  steel  5   inch  wide  are  used  to 

fasten  the  sheeting  to  purlins  made  of  all  the  rolled 
shapes,  but  usually  are  to  be  applied  for  fastening  the 
sheeting  on  roofs  where  channel,  I  Beam  or  Z-bar  pur- 
lins are  used.  These  straps  pass  around  the  purlins, 
and  are  riveted  at  both  ends  to  the  sheets,  or  they  may 
be  fastened  by  bolts  specially  made  for  such  purpose. 
Two  of  these  straps  should  be  used  for  each  sheet  on 
each  purlin,  or  practically  12  inches  apart. 

clinch  Rivets.  Clinch  rivets  are  commonly  used  for  attaching  corru- 
gated sheeting  to  angle  iron  purlins.  These  rivets  are 
made  of  wire  with  a  special  head  which  fits  the  top  of  the 

71 


CORRUGATED    SHEETING    FOR    BUILDINGS    AND    ROOFS. 


corrugation  and,  as  indicated  on  pages  Nos.  58,  are  put 
through  the  sheets  close  to  the  upper  face  of  the  angle 
purlin  and  clinched  around  its  lower  edge.  The  same 
fastening  is  used  for  siding  where  angle  purlins  or  girts 
are  employed.  Three  or  four  of  these  clinch  rivets 
should  be  used  for  each  sheet  on  each  purlin  or  girt, 
spacing  them  practically  6  inches  apart  for  roofing  and 
8  inches  for  siding. 

Clips  and  bolts  are  used  for  fastening  corrugated  ciips  and  Bolts, 
sheeting  to  channel,  I  Beam  or  Z-bar  purlins,  where 
straps  or  clinch  rivets  cannot  be  conveniently  employed, 
or  when  steel  sheeting  is  lined  with  an  asbestos  anti-con- 
densation lining.  The  clips  are  made  of  flat  steel,  li 
inches  wide,  about  2i  inches  long,  and  are  slightly 
crimped  at  one  end  to  go  over  the  flange  of  the  purlin. 

One  bolt  is  used  on  each  clip,  and  this  bolt  is  made 
of  the  same  diameter  of  wire,  and  has  the  same  head 
made  to  fit  the  top  of  the  corrugations  as  the  clinch 
rivets.  These  clips  and  bolts  are  spaced  6  inches 
and  8  inches  apart,  the  same  as  the  clinch  rivets. 

Edges  of  sheets  where  side  laps  are  made  are  usually 
riveted  every  12  inches. 

All  fastenings  should  be  securely  applied,  and  the 
sheeting  brought  to  snug  bearing  on  purlins  and  at  all 
joints. 

In  all  cases  the  bolts  or  rivets  fastening  the  sheeting 
to  the  purlins  or  girts  should  go  through  the  tops  of 
the  corrugations. 

Flashing,  Ridging,  Capping  and   Cornices. 

Flashing,  ridging,  capping  and  cornices  should 
always  be  used  to  cover  up  the  joints  in  sheeting,  and 

make  the  structure  weatherproof.     Flashing,  when  used 

72 


CORRUGATED    SHEETING    FOR    BUILDINGS    AND    ROOFS. 


where  the  slope  in  the  sheeting  changes  direction, 
should  be  of  sufficient  dimension  and  so  arranged  that 
at  least  three  inches  vertical  height  is  obtained  between 
the  edge  of  the  flashing  and  the  end  of  the  corrugated 
sheeting.  Vertical  seams  of  all  flashing  should  be 
closely  riveted,  and  the  horizontal  edges  of  the  flashing 
should  be  securely  riveted  to  the  corrugated  roof  or 
side  sheeting. 

Ridging  Ridging  should  be  placed  covering  the  apex  of  all 

roofs,  and  where  buildings  are  of  ordinary  size  standard 
ridge  roll  should  be  used. 

comer  capping.  Corner  capping  is  either  bent,  plain  edge  flat  steel, 
or  bent  flat  steel,  with  the  edges  terminating  in  a  small 
scroll  to  keep  the  capping  well  in  line,  or  corrugated 
sheeting  may  be  turned  around  the  corners  neatly,  thus 
closing  up  the  opening  where  the  two  vertical  surfaces  join, 
cornices  Cornices  along  the  eaves  and  the  gable  ends  of  build- 

ings may  be  finished  in  various  ways.  The  two  usual 
methods  employed  for  both  eaves  and  gable  ends  are 
shown  on  pages  No.  58,  59  and  60.  If  desired,  a 
molded  cornice  can  be  used,  made  of  such  a  form  to  fit 
the  projection  of  the  purlins,  and  of  dimensions  com- 
mensurate with  the  size  and  character  of  the  building. 

Gutters  and  Conductors. 

Gutters  and  conductors  are  made  of  various  dimen- 
sions, styles  and  forms.  Three  eave  gutters  in  common 
use  are  sketched  on  page  No.  58.  Conductors  are 
made  of  plain  sheets  with  round  cross-section,  and 
corr.ugated  of  either  round  or  rectangular  cross-section. 
The  round  conductors  are  more  commonly  used. 

73 


CORRUGATED    SHEETING    FOR    BUILDINGS    AND    ROOFS. 


Ventilators. 

Openings  in  ventilators  may  be  fitted  with  shutters, 
sash,  or  with  louvers. 

Shutters  are  made  of  angle  iron  frames  covered 
either  with  flat,  crimped  or  corrugated  sheets.  These 
shutters  are  hinged  at  the  top,  and  may  be  operated  by 
a  straight  lever  device,  by  means  of  cord  and  spring, 
or  operated  by  means  of  any  of  the  worm  gear  toggle 
arrangements  which  are  commonly  used  in  various  loca- 
lities for  such  purposes.  Any  device  which  will  easily 
open  and  close  the  shutter,  and  at  the  same  time  securely 
hold  it  in  any  position  in  which  it  may  be  placed,  will 
fulfil  the  required  conditions. 

Louvers  are  usually  made  in  two  different  ways.  The 
louver  shown  on  page  No.  60  as  the  Shiffler  Louver  is 
one  which  is  commonly  used  in  the  Pittsburg  District, 
while  the  other  form,  known  as  the  Berlin  Louver,  has 
been  used  in  the  East. 

Tubular  ventilators  of  various  kinds  are  often  em- 
ployed  in  place  of  monitors  for  roof  ventilation.  These 
tubular  ventilators  are  made  of  various  dimensions,  of 
galvanized  or  other  sheet  metal,  and  are  usually  placed 
along  the  ridge  line  of  the  roof.  For  proper  ventilation 
of  the  building,  it  is  customary  to  estimate  that  one 
square  foot  of  ventilator  area  will  ventilate  300  to  400 
square  feet  of  floor  area,  depending  on  the  character  of 

building  to  be  ventilated. 

74 


Box  Skylights. 


•Continuous 
Skylights. 


CORRUGATED    SHEETING    FOR    BUILDINGS    AND    ROOFS. 


Skylights. 

When  skylights  are  placed  in  roofs  of  structures, 
two  types  are  used  : 

Box  skylights  covering  a  small  area  are  placed  in 
the  slope  of  the  roof  at  proper  intervals.  These  are 
placed  on  a  curb  raising  the  glass  above  the  roof  line. 

Continuous  skylights  are  made  in  an  extended  strip 
of  a  width  sufficient  to  properly  light  the  building 
interior.  These  are  placed  in  the  slope  of  the  roof, 
preferably  at  the  ridge. 

Ribbed  glass  is  used  extensively  for  skylight  work 
in  thicknesses  varying  from  i  inch  to  I  inch.  The 
glass  is  supported  by  steel  bars,  either  solid  special  rolled 
sections,  or  made  of  sheet  metal  properly  formed  to 
receive  the  glass.  The  supporting  bars  are  spaced 
about  20  inches  apart,  to  suit  the  sheets  of  the  glass, 
which  comes  in  sheets  about  20  inches  wide,  and  not 


more  than  8  feet  long. 


Doors  and   Windows. 

:Doors.  Steel  doors  for  corrugated  steel  buildings  are  made 

by  covering  an  angle  iron  frame  with  corrugated  sheet- 
ing, usually  the  same  quality  as  the  building  siding. 

Fireproof  doors  are  sometimes  constructed  of  two 
or  more  thicknesses  of  matched  pine  sheathing,  covered 
on  both  sides  with  flat  sheet  steel  or  tin. 

Wood  doors  are  usually  constructed  of  matched 
pine  sheathing  fastened  to  a  well  built  frame,  as  shown 
in  the  details  on  page  No.  69.  Stock  wood  doors  up  to 
3  feet  wide  can  be  procured  of  manufacturers,  and  are 

usually  made  of  white  pine  with  molded  panels.     Small 
75 


CORRUGATED   SHEETING    FOR    BUILDINGS    AND    ROOFS 


single  doors  up  to  4  feet  wide  should  be  detailed  to 
swing  on  hinges,  and  large  doors,  both  single  and 
double,  should  be  arranged  to  slide  sidewise  on  over- 
head trolley  tracks  with  adjustable  hangers,  or  to  lift 
upwards  between  vertical  guides,  counterbalanced  by 
weights  attached  to  ropes  passing  over  sheaves. 

Doors  should  be  detailed  to  suit  the  conditions  they 
are  to  fill,  and  the  openings  they  close. 

The  different  types  of  windows  ordinarily  used  in  windows. 
the  sides  of  buildings,  constructed  with  corrugated 
sheet  siding,  are  shown  on  pages  No. 61  to  68.  The  sash 
and  frames  are  constructed  of  white  pine,  and  the 
glazing  is  usually  No.  2  or  A  quality,  American  glass, 
single  or  double  strength,  depending  on  the  size  of  the 
lights.  The  sizes  of  glass  commonly  used  are  10  inches 
by  12  inches,  12  inches  by  12  inches,  10  inches  by  14 
inches  and  12  inches  by  14  inches  lights. 

In  the  sides  of  buildings  where  light  is  to  be  ob- 
tained and  no  ventilation  desired  the  continuous  fixed 
sash  is  used.  See  page  No.  63. 

If  a  maximum  amount  of  light  is  desired  and  venti- 
lation is  to  be  obtained,  the  continuous  sliding  sash  can 
be  used.  See  page  No.  64.  This  detail  allows  one- 
half  of  the  window  area  to  be  opened. 

In  the  sides  of  monitors  and  sometimes  in  the  sides 
of  buildings,  swing  sash  are  used.     See  page  No.  62. 
These  should  be  carefully  made  and  fitted,  and  operated 
by  a  device  that  will  hold  them  securely  in  any  position. 

Two  kinds  of  single  windows  with  two  sash  each 
are  shown  by  the  sketches. 

One  is  the  Counterbalanced  Window,  where  one 
sash  balances  the  other.  See  page  No.  65.  66.  Two  sizes 
are  shown  varying  by  thickness  of  sash  for  two  sizes  of 

windows. 

76 

UNIVERSITY  OF  CALIFORNIA        v 
:  APARTMENT  OF  CIVIL  ENGINEER 


CORRUGATED    SHEETING    FOR    BUILDINGS   AND    ROOFS. 


Another  is  the  Double-Hung  Weighted  Window, 
where  each  sash  is  balanced  by  weights,  also  arranged 
for  two  sizes  of  openings.  See  page  No.  67  to  68. 

The  styles  of  windows  shown  on  illustrations, 
will   fulfil   all  the  requirements   desired   for  ordinary 
factory  or  mill    building    construction.     For  windows 
in   brick  walls   the  frames  need  only  to  be  modified 
slightly  to  suit  the  usual  details  for  brick  work. 

Corrugated  Steel  Arches. 

Curved  or  arched  corrugated  sheets  are  used  for 
arches  between  rolled  beams,  forming  a  support  for  con- 
crete filling.  The  steel  is  ordinarily  the  standard  2i 
inch  corrugation,  and  gages  are  Nos.  16,  18,  and  20, 
depending  on  the  superimposed  load  and  the  length  of 
span.  The  rise  of  the  arch  should  not  be  less  in  inches 
than  the  span  in  feet,  and  should  be  determined  by  the 
depth  of  beam  supports  and  the  thickness  of  material 
allowed  over  crown  of  the  arch,  varying  from  2  to  4 
inches.  Beams  are  spaced  for  this  construction  from 
4  to  7  feet  apart. 

77 


RULES 

...for... 

MAKING   SHOP   DRAWINGS. 


The  standard  size  of  sheet  shall  be  24  by  36  inches,  Size  of  sheet. 
with  two  border  lines   i  and    1    inch  from   the   edge 
respectively.     See  page  49. 

Small  sheets  shall  be  used  for  beams,  pins,  eye-bars, 
etc.  Special  forms  are  provided  for  these  sheets. 

The  title  shall  be  arranged  uniformly  for  each  con-  Title. 
tract  near  the  lower  right-hand  corner  of  the  sheet. 
See  pages  Nos.  49  and  51. 

A  stamp  is  provided  for  the  contract,  sheet  number, 
etc.  It  shall  be  applied  in  the  lower  right-hand  corner 
of  the  sheet.  The  name  of  the  draughtsman  in  charge 
of  the  work  shall  appear  in  full,  others  with  initials 
only.  See  page  No.  49. 

Detail  drawings  shall  as  a  rule  be  made  in  scale  I  Scale. 
or  1  inch  to  the  foot ;  for  large  plate  and  lattice  girders 
£  and  fi  inch  may  be  used.     Larger  scales,  such  as  1£ 
and  3  inches  to  the  foot,  are  permissible  only  for  show- 
ing certain  complicated  details  or  for  machine  work. 

Large  sheets  shall  be  neatly  and  carefully  made  to  General  Rules, 
exact  scale. 

Members  shall  be  detailed  in  the  position  which  they 
occupy  in  the  structure,  i.  e.,  horizontal  members  shall 

78 


RULES    FOR    MAKING    SHOP    DRAWINGS. 

be  shown  lengthwise,  and  vertical  members  crosswise  on 
the  sheet.  Inclined  members  (and  vertical  ones  when 
necessary  on  account  of  space)  may  be  shown  length- 
wise on  the  sheet,  but  then  always  with  their  lower  end 
to  the  left. 

Avoid  notes  as  much  as  possible.  Where  there  is 
the  least  chance  for  ambiguity  make  another  view. 

Show  all  elevations,  sections  arid  views  in  their  proper 
position — looking  toward  the  member.  Place  the  top 
view  directly  above  and  bottom  view  below  the  eleva- 
tion. •  The  bottom  view  shall  always  consist  of  a  hori- 
zontal section  seen  from  above. 

In  sectional  views  the  web  or  gusset  plates  shall 
always  be  blackened.  Angles,  fillers,  etc.,  shall  be 
cross-hatched,  but  only  when  necessary  on  account  of 
clearness.  In  a  plate  girder  for  instance,  it  is  not 
necessary  to  cross-hatch  all  the  stiffeners  and  fillers  in 
the  bottom  view. 

Holes  for  field  connections  shall  always  be  blackened, 
and  shall,  as  a  rule,  be  shown  in  all  elevations  and 
sectional  views.  Rivet  heads  shall  be  shown  only 
when  necessary ;  f.  i.,  at  the  ends  of  members,  around 
field  connections,  when  countersunk,  flattened,  etc.,  etc. 

In  detailing  members  which  adjoin  or  connect  to 
others  in  the  structure,  part  of  the  latter  shall  be  shown 
in  red,  sufficiently  to  indicate  the  clearance  required  or 
the  nature  of  the  connection.  Plain  building  work  is 
exempt  from  this  rule. 

When  part  of  one  member  is  detailed  same  as  an- 
other, figures  for  rivet  spacing,  etc.,  shall  not  be  repeated ; 
refer  to  previous  sheet  or  sheets,  bearing  in  mind  that 
these  must  contain  final  information.  It  is  not  per- 
missible to  refer  to  a  sheet,  which  in  turn  refers  to 
79 


RULES    FOR    MAKING    SHOP    DRAWINGS. 


another.  Main  dimensions,  which  are  necessary  for 
checking,  such  as  c.  to  c.  distances,  story  heights,  etc., 
shall  be  repeated  from  sheet  to  sheet. 

Holes  for  field  connections  must  always  be  located 
independently,  even  if  figured  in  connection  with 
shop-rivets;  they  shall  be  repeated  from  sheet  to  sheet 
unless  they  are  standard,  in  which  case  they  shall  be 
identified  by  a  mark  and  the  sheet  given  on  which 
they  are  detailed. 

A  diagram  in  small  scale,  showing  the  relative  posi- 
tion of  the  member  in  the  structure,  shall  appear  on 
every  sheet.  The  member  or  members,  which  are 
detailed  on  the  sheet,  shall  be  shown  in  black,  and  the 
rest  in  red  ink.  Plain  building  work  is  exempt  from 
this  rule. 

The  quality  of  material,  workmanship,  size  of  rivets, 
etc.,  shall  be  specified  on  every  sheet  as  far  as  it  refers 
to  the  sheet  itself.  Standard  workmanship,  such  as 
milling  and  tight  fit  of  stiffeners,  milling  ends'of  col- 
umns, etc.,  etc.,  shall  not  be  specified  on  drawings. 

Each  piece  which  is  shipped  separately  shall  have  system! 
a  shipping  mark.  These  marks  shall  consist  of  capital 
letters  and  numerals,  or  numerals  only ;  no  small  letters 
shall  be  used  except  when  sub-marking  becomes  abso- 
lutely necessary.  The  letters  R.  and  L.  shall  be  used 
only  to  designate  "  right "  and  "  left."  Never  use  the 
work  "  marked "  in  abbreviated  form  in  front  of  the 
letter,  f.  i.,  "  3  Floorbeams,  mk.  G4 ; "  say  "  3  Floor- 
beams  G4." 

Pieces  which  are  shipped  bolted  on  to  a  member 
shall,  as  a  rule,  also  have  a  separate  mark  in  order  to 
identify  them  should  they  for  some  reason  or  another 
become  detached  from  the  main  member.  The  drawing 

80 


RULES    FOR    MAKING    SHOP    DRAWINGS. 


Lettens.g. 


Conventional 
ISigns, 


Shop  Bills. 


shall  specify  which  pieces  are  to  be  bolted  on  for  ship- 
ment, and  the  necessary  bolts  shall  be  billed. 

A  system  of  assembling  marks  shall  be  established 
for  all  small  pieces  in  a  structure  which  repeat  them- 
selves in  great  numbers.  These  marks  shall  consist  of 
small  letters  and  numerals  or  numerals  only;  no  capital 
letters  shall  be  used ;  avoid  prime  and  sub-marks,  such 
as  m'a. 

For  all  lettering  use  plain  letters,  see  pages  Nos.  49 
to  57.  For  title,  main  dimensions  and  for  all  marks, 
particularly  shipping  marks,  use  heavy  type.  Red  ink 
(Winsor  &  Newton's  Carmine)  shall  be  used  for  dimen- 
sion, reference  lines,  etc. 

Conventional  signs  for  rivets  are  shown  on  page  No. 
18.  Countersunk  rivet  heads  project  i";  if  less  height 
of  heads  is  required,  drawings  shall  specify  that  they  are 
to  be  chipped,  or  that  they  must  not  project  more 
than  J". 

Flattened  heads  project  from  t"  to  ^"  ;  if  less  height 
of  heads  is  required,  they  shall  be  countersunk. 
Steel    in   section   shall  be  shown  thus,  WMMA  or 

Cast-iron thus, 

Cast-steel , . ; t  h  us, 

Phosphor  bronze  or  brass thus, 

Shop  bills  shall  be  written  on  special  forms  provided 
for  the  purpose.  When  the  bills  appear  on  the  draw- 
ings as  well,  they  shall  either  be  placed  close  to  the 
member  to  which  they  belong  or  on  the  right  hand  side 
of  the  sheet. 

When  the  drawings  do  not  contain  any  shop  bills, 
these  shall  be  so  written  that  each  sheet  can  have  its 
bills  attached  to  it,  if  desired ;  i.  e.,  one  page  of  shop 
bills  shall  not  contain  bills  for  two  sheets  of  drawings. 


81 


RULES    FOR    MAKING    SHOP    DRAWINGS. 


Ill  large  structures,  such  as  Elevated  Railroads, 
Viaducts,  etc.,  which  always  are  subdivided  into  ship- 
ments of  suitable  size,  both  mill  and  shop  bills  must  be 
written  separately  for  each  shipment. 

In  writing  the  shop  bill,  bear  in  mind  that  it  shall 
serve  as  a  guide  for  the  laying  out  and  assembling  of 
the  member,  besides  being  a  list  of  the  material  re- 
quired. For  this  reason  members  which  are  radically 
different  as  to  material  shall  not  be  bunched  in  the 
same  shop  bill,  neither  shall  pieces  which  have  different 
marks  be  bunched  in  the  same  item,  even  if  the  mate- 
rial is  the  same. 

The  main  material  in  a  member  shall  be  billed  first, 
followed  by  the  smaller  pieces.  It  is  generally  a  good 
practice  to  begin  at  the  left  end  of  a  girder,  or  at  the 
bottom  of  a  post  or  column.  Do  not  bill  first  all  the 
angles  and  then  all  the  flats ;  when  f.  i.  the  end  stiffeners 
in  a  girder  are  billed,  the  fillers  belonging  to  them 
shall  follow  immediately  after  the  angles,  and  so  on.  In 
a  column  each  different  bracket  shall  be  billed  complete 
by  itself. 

When  machine-finished  surfaces  are  required,  the 
drawing  and  the  shop  bill  shall  specify  the  finished 
widtli  and  length  of  the  piece,  proper  allowance  for 
shearing  and  planing  being  made  in  mill  bill.  When 
the  metal  is  to  be  planed  as  to  thickness,  the  drawing 
and  shop  bill  shall  specify  both  the  ordered  and  the  fin- 
ished thickness,  f.  L,  one  pi.  12"  x  j|"x  1'  6"  planed  to  I". 

Flats  and  universal  plates  over  4"  in  width  should 
be  ordered  in  even  inches ;  flats  under  4"  should  be 
ordered  by  \"  variation  in  width.  Flats  i"  and  under 
in  thickness  are  very  difficult  to  secure  from  the  mills, 
and  should  be  avoided  if  possible. 

82 


RULES  FOR  MAKING  SHOP  DRAWINGS. 


Every  contract  embracing  different  classes  of  work 
shall  have  a  subdivision  for  each  class.  These  sub- 
divisions will  be  furnished  by  the  Ch.  Eng.  of  the  dis- 
trict. Drawings,  shop  and  shipping  bills  must  be 
kept  separate  for  each  division. 


Plate  Girder  Bridges. 

General  Rules.  As  goon  as  a  plate  girder  span  is  taken  in  hand,  it 
shall  be  laid  out  in  regard  to  location  of  web  splices, 
stiffeners,  coverplates,  and  in  a  through  span,  floor- 
beams  and  stringers,  so  that  the  material  can  be  ordered 
at  once  if  required. 

Locate  splices  and  stiffeners  with  a  view  of  keeping 
the  rivet-spacing  as  regular  as  possible ;  put  small  frac- 
tions at  end  of  girder. 

Stiffeners,  to  which  cross-frames  or  floor-beams  con- 
nect, must  not  be  crimped,  but  shall  always  have  fillers. 
The  outstanding  leg  shall  not  be  less  than  4",  gauged 
21" ;  this  will  enable  cross-frames  or  floor-beams  to  be 
swung  in  place  without  spreading  the  girders. 

The  second  pair  of  stiffeners  at  the  end  of  girder 
over  the  bed-plate  shall  be  placed  so  that  the  plate  will 
project  not  less  than  1"  beyond  the  stiffeners. 

Always  endeavor  to  use  as  few  sizes  as  possible  for 
stiffeners,  connection  plates,  etc.,  and  avoid  all  unneces- 
sary cutting  of  plates  and  angles.  For  this  purpose 
locate  end  holes  for  laterals  and  diagonals  so  that  they 
can  be  sheared  in  a  single  operation. 

83 


RULES  FOR  MAKING  SHOP  DRAWINGS. 


In  spans  on  a  grade,  unless  otherwise  specified,  put 
the  necessary  bevel  in  the  bed-plate  and  not  in  the 
base-plate. 

In  short  spans,  say  up  to  50  feet,  put  slotted  holes 
for  anchor-bolts  in  both  ends  of  girders. 

In  square  spans  show  only  one-half,  but  give  all 
main  dimensions  for  whole  span. 

In  skew  spans  show  whole  span ;  when  panels  in 
one-half  of  span  are  same  as  in  other  half,  give  the 
lengths  of  these  panels,  but  do  not  repeat  rivet-spacing, 
except  where  it  differs. 

In  the  small  scale  diagram,  which  shall  appear  on 
every  sheet,  unless  span  is  drawn  in  full,  show  the  posi- 
tion of  stiffeners,  particularly  those  to  which  cross- 
frames  or  floor-beams  connect. 

On  top  of  sheet  show  top  view  of  span,  with  cross-  Deck  spans. 
frames,  laterals    and    their   connections   complete,  the 
girders  placed  at  right  distance  apart. 

Below  this  view  show  the  elevation  of  the  far  girder 
seen  from  inside,  with  all  field  holes  in  flanges  and 
stiffeners  indicated  and  blackened. 

At  one  end  of  the  elevation  show  in  red  the  bridge- 
seat  and  back  wall,  give  figures  for  distance  from  base 
of  rail  to  top  of  masonry,  notch  of  ties,  depth  of  girder, 
thickness  of  base-plate  and  of  bed-plate  or  shoe.  When 
the  other  end  of  girder  has  a  different  height  from  base 
of  rail  to  masonry,  give  both  figures  at  the  one  end, 
and  specify  "  for  this  end  "  and  "  for  other  end." 

If  span  has  bottom  lateral  bracing,  a  bottom  view 
(horizontal  section)  shall  be  shown  below  the  elevation. 

When  no  bottom  laterals  are  required,  show  only 
end  or  ends  of  lower  flange  of  girder,  giving  detail  of 
base-plate  and  its  connection  to  the  flange.  Detail  the 

84 


RULES    FOR    MAKING    SHOP    DRAWINGS. 

bed-plate  separately,  never  show  it  in  connection  with 
the  base-plate. 

Cross-frames  shall,  whenever  possible,  be  detailed  on 
the  right  hand  of  the  sheet  in  line  with  the  elevation. 
The  frame  shall  be  made  of  such  depth  as  to  permit  it 
being  swung  into  place  without  interfering  with  the 
heads  of  the  flange-rivets  in  the  girders.  Always  use  a 
plate,  not  a  washer  with  one  rivet,  at  the  intersection  of 
diagonals. 

In  skew  spans  it  is  always  preferable  to  have  an 
even  number  of  panels  in  the  lateral  system. 
Through  spans.  Show  on  top  of  sheet  an  elevation  of  the  far  girder, 
seen  from  inside ;  below  this  view  show  a  horizontal 
section  of  span,  seen  from  above  with  lateral  system 
detailed  complete.  It  is  generally  best  to  show  floor- 
beams  and  stringers  in  red  in  this  view  and  detail  them 
on  a  separate  sheet. 

The  stiffeners  in  a  through  span  should  always  be 
arranged  so  that  the  floor  system  can  be  put  in  place 
from  the  centre  towards  the  ends. 

What  is  said  under  "  deck  spans  "  about  showing 
bridge-seat,  back  wall,  detailing  bed-plate  separately, 
etc.,  applies  to  through  spans  as  well. 


Truss  Bridges. 

General  Rules.  Before  any  details  are  started  all  c.  to  c.  lengths  of 
chords,  posts,  diagonals,  etc.,  shall  be  determined,  and 
sketches  made  of  shoes,  panel-points,  splices,  etc.,  so 
that  the  material  can  be  ordered  as  soon  as  required. 

85 


RULES    FOR    MAKING    SHOP    DRAWINGS. 


If  not  otherwise  specified,  camber  shall  be  provided 
in  the  top  chord  by  increasing  the  length  i"  for  every 
10  feet.  This  increase  in  length  shall  not  be  consid- 
ered in  figuring  the  length  of  the  diagonals,  except  in 
special  cases,  as  directed  by  the  engineer  in  charge. 
Half  the  increase  in  length  shall  be  considered  in  fig- 
uring the  length  of  top  laterals. 

Particular  attention  must  be  paid  to  what  is  said 
under  "  General  Rules,"  on  page  No.  79,  about  showing 
part  of  adjoining  member  in  red,  and  about  small  scale 
diagram  on  every  sheet. 

For  every  truss  bridge  an  erection  diagram  shall  be 
made  on  a  separate  sheet,  giving  the  shipping  marks  of 
the  different  members  and  all  main  dimensions,  such  as 
c.  to  c.  trusses,  height  of  truss,  number-  and  length  of 
panels,  length  of  diagonals,  distance  from  base  of  rail 
to  masonry,  from  centre  of  bottom  chord  or  pin  to  ma- 
sonry, etc.,  etc.  Give  further  size  and  number  of  bars 
in  bottom  chord  and  diagonals,  size  and  grip  of  pins, 
and  show  in  larger  scale  the  packing  at  panel  points. 
State  also  any  special  feature  which  the  erector  needs 
look  out  for,  and  give  approximate  weight  of  heavy  and 
important  pieces  when  their  weight  exceeds  five  tons. 
If  in  any  place  it  is  doubtful  whether  rivets  can  be 
driven  in  the  field,  the  erection  diagram  and  also  the 
detail  drawings  shall  state  that  "  bolts  may  be  used  if 
rivets  cannot  be  driven."  A  list  giving  number  and 
contents  of  drawings  belonging  to  the  bridge  shall  also 
appear  on  the  erection  diagram  sheet. 

In  square  spans,  not  too  large,  show  the  left  half  of  Lattice  Bridges 
the  far  truss,  seen  from  inside,  and  detail  all  members 
in  their  true  position,  making  the  skeleton  one-half  the 
scale  of  the  details. 

86 


RULES    FOR    MAKING    SHOP    DRAWINGS. 

In  skew  spans,  not  symmetrical,  show  the  whole  of 
the  far  truss. 

In  large  spans  detail  every  member  separately. 
When  detailing  web  members  bear  in  mind  that  the 
intersection  point  on  the  chord  must  not  be  used  as  a 
working  point  for  a  member  which  stops  outside  of  the 
chord.  A  separate  working  point,  preferably  the  end 
rivet,  must  be  established  on  the  member  proper,  and 
tied  up  with  the  intersection  point  on  the  chord. 

The  clearance  between  the  chord  and  a  web  member 
entering  same  shall,  whenever  possible,  not  be  less  than 
\"  in  heavy  and  jV'-in  light  structures. 

Members  shall  be  marked  with  the  panel  points 
between  which  they  go,  f.  i.,  End  post  LO-U1 ;  1st  post 
L1-U1 ;  top  chord  U1-U3,  etc.,  etc.  See  diagram, 
page  No.  50. 

KnBridgeescted  In  pin-connected  bridges  detail  the  left  half  of  the 
far  truss,  every  member  by  itself.  It  is  generally  best 
to  commence  with  the  end  post,  showing  it  lengthwise 
on  the  sheet  with  the  lower  end  to  the  left,  then  the 
first  section  of  the  top  chord,  and  so  on. 

The  packing  at  panel  points  shall,  whenever  pos- 
sible, be  so  arranged  that,  besides  the  customary  allow- 
ance of  ft"  for  every  bar,  a  clearance  of  not  less  than 
I"  can  be  provided  between  the  two  sides  of  the  chord. 
When  more  than  two  pin  plates  are  used,  g"  should 
in  addition  be  allowed  for  each  plate. 

Members  shall  be  marked  same  as  for  lattice  bridges, 
with  the  panel  points  between  which  they  go,  except 
the  posts,  which  are  best  marked  with  letters  and  nu- 
merals. See  diagram,  page  No.  50. 

87 


RULES    FOR    MAKING    SHOP    DRAWINGS. 


Office  Buildings.  Factories  and  Warehouses. 

The  different  sheets  shall    be   numbered    consecu-    Numbering oi 

Sheets. 

tively,  whether  large  or  small.  No  half  numbers  are 
permissible  except  in  emergency  cases.  It  is  always 
well  to  arrange  the  numbers  so  that  the  sheets  follow  in 
the  order  in  which  the  material  is  required  at  the 
building.  The  following  is  generally  a  good  order : 

Floor  Plans  for  all  floors, 

Column  Schedule, 

Cast-iron  Bases  for  Columns, 

Foundation  Girders, 
"  Beams, 

First  tier  of  Columns, 

Riveted  Girders,  connecting  to  first  tier  of  Columns, 

Beams  "          "     "      "     " 

Miscellaneous  material  for  above, 

Second  tier  of  Columns,  etc.,  etc. 

Floor  plans  shall,  as  a  rule,  be  made  in  scale  i"  to  FioorPinns. 
the  foot,  see  page  No.  53.     A  separate  plan  shall  be 
made  for  each  floor,  unless  they  are  exactly  alike. 

Columns  shall  be  marked  consecutively  with  nu- 
merals, the  word  Col.  always  appearing  in  front  of  the 
numeral,  f.  i.,  "  Col.  No.  20."  The'  architect  or  engi- 
neer has  generally  on  his  drawings  adopted  a  system  of 
marking  for  the  columns,  which  should  be  adhered  to, 
unless  altogether  too  impracticable. 

Riveted  girders  shall  be  indicated  with  two  (2)  fine 
lines  when  they  have  cover  plates,  and  with  four  (4) 
fine  lines  when  they  have  no  cover  plates.  They  shall 
be  marked  consecutively  with  numerals,  using  same 
marks  for  girders  which  are  alike. 

88 


RULES     FOR     MAKING    SHOP    DRAWINGS. 


Column 
Schedule. 


Beams  and  channels  shall  be  indicated  with  one 
single  heavy  line.  They  shall  be  marked  same  as 
girders,  with  numerals,  using  same  marks  when  alike. 

Tie  rods  shall  be  indicated  with  one  single  fine  line; 
they  need  not  have  any  marks. 

The  marking  system  shall  be  as  uniform  as  possible 
for  the  different  floors,  i.  e.,  a  beam  which  goes  between 
columns  No.  2  and  No.  3  shall  be  marked  with  the 
same  numeral  throughout  all  the  floors. 

All  figures  necessary  for  making  the  details  shall,  as 
a  rule,  appear  on  the  floor  plan,  care  being  taken  in 
writing  same  to  leave  room  for  the  erection  marks, 
which  must  be  printed  in  heavy  type  above  the  line  or 
lines  representing  a  beam  or  girder. 

For  every  large  building  a  schedule  of  the  columns 
shall  be  made  before  the  details  are  started.  See  page 
No.  52. 

Each  column,  even  should  several  be  alike,  shall 
have  a  separate  space,  in  which  shall  be  given  the  ma- 
terial and  finished  length. 

As  soon  as  the  detail  drawings  for  one  tier  of  col- 
umns are  finished  the  sheet  numbers  shall  be  inserted 
as  shown  on  sample  schedule,  making  the  schedule 
serve  as  an  index  for  the  column  drawings. 

Columns  shall,  whenever  possible,  be  drawn  stand- 
ing up  on  the  sheet  as  they  appear  in  the  building.  If 
it  becomes  necessary  to  draw  them  lengthwise  on  the 
sheet,  the  base  shall  be  to  the  left. 

Particular  attention  shall  be  paid  to  establishing  a 
marking  system  for  brackets,  splice-plates,  etc.  A  sum- 
mary of  all  these  standard  pieces  shall  be  made  for  each 
tier  and  sent  to  the  shop  as  early  as  practicable,  in  order 
that  they  may  be  gotten  out  before  the  main  material  is 

89 


Columns. 


RULES    FOR    MAKING    SHOP    DRAWINGS. 


taken  up.     The  material  for  the  small  pieces  shall,  as 
far  as  possible,  be  chosen  from  stock  sizes. 

Columns  shall  be  marked  with  the  number  of  the 
floor  between  which  they  go;  f.  i.,  Col.  No.  4  (1-3). 
The  lower  tier  is  best  marked  "  Basement  Tier." 

Girders  shall  be  marked  with  the  number  of  the 
floors,  not  with  letters,  unless  specially  requested ;  f.  i., 
"  2d  Floor,  No.  5." 

What  is  said  under  columns  about  marking  system 
for  standard  pieces  applies  to  girders  as  well. 

When  a  girder  is  unsymmetrical  about  the  centre 
line,  and  a  question  may  arise  how  to  erect  it,  one  end 
of  the  same  shall  be  marked  with  the  number  of  the 
column  to  which  it  connects,  or  with  North,  South,  East 
or  West. 

Girders  must  not  be  bunched  together  for  the  dif- 
ferent floors  more  than  to  meet  the  requirements  in  the 
field ;  i.  e.,  they  must  correspond  to  the  tiers  of  columns 
as  they  will  be  erected.  . 

Beams  shall  be  drawn  on  the  standard  forms  pro-  Beallls 
vided  for  the  purpose,  see  pages  Nos.  54  to  57.  They 
need  not  be  drawn  to  scale ;  neat  freehand  sketches 
being  allowed — in  fact,  desirable,  where  it  will  facilitate 
the  rapid  completion  of  the  drawing  without  sacrificing 
clearness. 

Beams  shall  be  marked  same  as  girders  with  the 
number  of  the  floor ;  f.  i.,  One  12"  x  40  Ibs.  I  x  19'-3i", 
Mark  2d  Floor  No.  35. 

What  is  said  under  girders  about  marking  one  end, 
when  not  symmetrical  around  centre  line,  and  about  not 
bunching  the  different  floors  more  than  to  meet  the  re- 
quirements in  the  field,  applies  to  beams  as  well. 

Whenever   possible   use  standard   framing  angles. 

90 

UNIVERSITY  OF  CALIFORNIA 
PARTMENT  OF  CIVIL 


RULES    FOR    MAKING    SHOP    DRAWINGS. 


If  it  is  deemed  necessary  to  use  6"  x  6"  angles,  punch 
both  legs  same  as  6"  leg  of  standard  ;  in  3i"  x  3i"  or 
4"  x  3i"  angles,  punch  both  legs  same  as  4"  leg  of 
standard.  It  is  not  absolutely  imperative  that  the 
gauge  of  the  framing  angles  shall  be  standard  as  long 
as  the  vertical  distance  between  the  holes  and  in  the  6" 
leg  the  horizontal  distance  (2i"),  is  kept  standard. 

Holes  for  connections,  tie-rods,  -etc.,  shall  be  located 
from  one  end  of  the  beam,  preferably  the  left.  If  one 
end  rests  on  the  wall  and  the  other  end  is  framed,  then 
figure  from  the  latter  end,  be  it  right  or  left.  This 
rule  may  be  dispensed  with  in  case  of  numerous  holes 
regularly  spaced  in  web  or  flange  for  connection  of 
shelf-angles,  buckle-plates,  etc. 

The  allowed  overrun  at  ends  of  beams  must  always 
be  indicated,  either  by  giving  figures  or  by  showing 
wall  bearing. 

Holes  at  end  of  beam  for  anchors  are  best  figured 
from  wall  end,  not  connecting  them  with  other  figures. 

The  distance  between  end  holes  in  beams  which 
connect  through  web  or  flange  to  columns,  girders,  etc., 
shall  always  be  given. 

When  framing  angles  are  standard,  do  not  give  any 
figures  for  either  shop  or  field  rivets,  except  the  distance 
from  bottom  of  beam  to  centre  of  connection  or  to  first 
hole  in  framing  angle,  and  the  horizontal  distance 
between  field  holes. 

When  special  framing  angles  are  used,  the  fact  must 
be  noted  and  figures  given  for  gauges,  etc. 

For  standard  connection  holes  in  web  of  beam  all 
figures  required  are  the  distance  from  bottom  of  beam 
to  centre  of  connection  or  to  first  hole  and  the  hori- 
zontal distance  between  holes.  Whenever  possible  use 
standard  punching  as  given  on  pages  Nos.  9  and  10. 

91 


APPENDIX 

TO 

RULES  FOR  HAKING  SHOP-DRAWINGS. 

Two  methods  may  be  employed  in  making  shop-drawings  for 
trusses  in  Mill  Buildings  or  other  structures,  and  for  lattice  girders 
in  bridges. 

The  First  Method  is  to  make  the  drawings  so  complete  (see 
previous  rules)  that  the  templets  can  be  made  for  each  individual 
piece  separately  on  the  bench. 

The  Second  Method  is  to  give  on  the  drawings  only  sufficient 
dimensions  to  locate  the  interior  of  the  member  and  the  position  of 
all  pieces,  leaving  the  details  to  be  worked  out  by  the  templet- 
maker  on  the  laying-out  floor. 

Sufficient  figures  should  be  given  to  definitely  establish  the  main 
laying-out  points;  generally  these  figures  should  be  those  locating  the 
outside  dimensions  of  the  chord  of  a  truss,  the  end  depths  or  such 
heights  as  may  be  necessary  to  establish  the  general  outside  lines 
of  the  complete  member. 

The  interior  pieces  should  be  located  by  centre-lines  correspond- 
ing to  the  gage  lines  of  angles,  or  the  centre  of  gravity  lines  of  the 
pieces,  as  the  case  may  be. 

The  rivet-spacing  should  be  given  complete  for  all  connections 
to  members  not  shown  on  the  same  sheet,  in  places  where  it  becomes 
necessary  to  indicate  clearance  on  opposite  flanges,  and  for  any  con- 
nections which  may  be  readily  located  from  fixed  points  without 
employing  any  computation. 

All  other  rivet-spacing,  such  as  the  connections  of  web  pieces 

92 


RULES    FOR    MAKING    SHOP  DRAWINGS. 


to  gussets,  and  the  lengths  of  interior  pieces,  may  be  indicated  by 
scale,  leaving  the  actual  location  of  the  rivets  to  be  determined  by 
the  templet-maker.  The  drawing  should,  however,  indicate  the 
number  of  rivets  to  be  used  in  each  individual  connection,  and 
should  also  state  the  usual  rivet  pitch  to  be  employed  for  the  work 
shown  on  the  sheet,  as  well  as  the  minimum  rivet-spacing  allowed. 

No  definite  rule  can  be  laid  down  as  to  which  method  should  be 
employed ;  but  in  general  straight  work,  such  as  columns,  plate 
girders,  heavy  lattice  girders  in  buildings  and  chords,  floor  beams, 
and  stringers  in  highway  bridges,  should  be  laid  out  by  the  first 
method. 

All  roof  trusses,  light  lattice  girders  and  complicated  work,  such 
as  towers,  domes,  hips  and  light  lattice  struts,  should  be  laid  out  by 
the  second  method. 

Before  deciding  which  of  the  two  methods  should  be  employed 
in  any  individual  case,  the  templet-maker  should  be  consulted  as  to 
the  facilities  for  undertaking  the  work,  as  lack  cf  floor  space  in  his 
shop  may  prevent  the  use  of  the  second  method. 

93 


CIVIL  ENGINEERING 
U.  of  C. 

ASSOCIATION 


RULES  FOR  MAKING  SHOP  DRAWINGS. 


Points  to  be  Observed  in  Order  to  Facilitate 

Erection. 

The  first  consideration  for  ease  and  safety  in  erec- 
tion should  be  to  so  arrange  all  details,  joints  and  con- 
nections that  a  structure  may  be  connected,  made  self- 
sustaining  and  safe  in  the  shortest  time  possible. 

Entering  connections  of  any  character  should  be 
avoided  when  possible,  notably  on  top  chords,  floor 
beam,  and  stringer  connections,  splices  in  girders, 
etc.,  etc. 

When  practicable,  joints  should  be  so  arranged  as 
to  avoid  having  to  put  members  together  by  entering 
them  on  end,  as  it  is  often  impossible  to  get  the  neces- 
sary clearance  in  which  to  do  this. 

In  all  through  spans  floor  connections  should  be  so 
arranged  that  the  floor  system  can  be  put  in  place  after 
the  trusses  or  girders  have  been  erected  in  their  fimil 
position,  and  vice  versa,  so  that  the  trusses  or  girders  can 
be  erected  after  the  floor  system  has  been  set  in  place. 

All  lateral  bracing,  hitch-plates,  rivets  in  laterals, 
etc.,  should,  as  far  as  possible,  be  kept  clear  of  the 
bottom  of  the  ties,  it  being  very  expensive  to  cut  out 
ties  to  clear  such  obstructions. 

Lateral  plates  should  be  shipped  loose,  or  bolted  on 
so  that  they  do  not  project  outside  of  the  member,  when- 
ever there  is  danger  of  them  being  broken  off  in  un- 
loading and  handling. 

O  O 

Loose  fillers  should  be  avoided.  They  should  be 
tacked  on  with  rivets,  countersunk  where  necessary. 

In  elevated  railroad  work,  viaducts  and  similar  struc- 
tures, where  longitudinal  girders  frame  into  cross  girders, 

94 


RULES  FOR  MAKING  SHOP  DRAWINGS. 


shelf  angles  should  be  provided  on  the  latter.  In  these 
structures  the  expansion  joints  should  be  so  arranged 
that  the  rivets  connecting  the  fixed  span  to  the  cross 
girder  can  be  driven  after  the  expansion  span  is  in 
place. 

In  viaducts,  etc.,  two  spans,  abutting  on  a  bent, 
should  be  so  arranged  that  either  span  can  be  set  in 
place  entirely  independent  of  the  other.  The  same 
thing  applies  to  girder  spans  of  different  depth  resting 
on  the  same  bent. 

Holes  for  anchor-bolts  should  be  so  arranged  that 
the  holes  in  the  masonry  can  be  drilled  and  the  bolts 
put  iii  place  after  the  structure  has  been  erected 
complete. 

In  structures  consisting  of  more  than  one  span  a 
separate  bed-plate  should  be  provided  for  each  shoe. 
This  is  particularly  important  where  an  old  structure  is 
to  be  replaced  ;  if  two  shoes  were  put  on  one  bed-plate  or 
two  spans  connected  on  the  same  pin,  it  would  necessitate 
removing  two  old  spans  in  order  to  erect  one  new  one. 

In  pin-connected  spans  the  sections  of  top  chords 
nearest  the  centre  should  be  made  with  at  least  two  pin- 
holes.  In  skew  spans  the  chord  splices  should  be  so 
located  that  two  opposite  panels  can  be  erected  without 
moving  the  traveler. 

Tie  plates  should  be  kept  far  enough  away  from  the 
joints,  and  enough  rivets  should  be  countersunk  inside 
the  chord  to  allow  eyebars  and  other  members  being 
easily  set  in  place. 

Posts  with  channels  or  angles  turned  out  and 
notched  at  the  ends  should,  whenever  possible,  be 
avoided. 

85 


APPENDIX 


Shapes  rolled  by 
Carnegie   Steel   Company 


CIVIL  ENGINEERING 
U.  of  C. 


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» 

" 

" 

" 

i 

& 

5. 
8 

3f  x  5^-  x  3-2 

22.6 

6.64 

.. 

" 

" 

" 

8 

J 

* 

31  x  5     x  31 

23.7 

6.96 

.. 

" 

" 

" 

T6 

3 

4 

3&x  5ft  x  3ft 

26.0 

7.64 

.. 

" 

" 

- 

1 

* 

31  x  51  x  31 

28.3 

8.33 

13 
16 

1 

3?  x  6     x  3? 

15.6 

4.59 

21 

7 

7 

3 

1 

* 

O  9            a  1             0  9 

Oia  x    Die  x    Jrjr 

18.3 

5.39 

- 

« 

•  i 

.. 

TO 

1 

3f  x  6i  x  Si- 

21.0 

6.19 

.1 

•  ' 

.. 

.. 

i 

A 

Si  x  6     x  3f 

22.7 

6.68 

" 

- 

.. 

.. 

TS 

8 

Old"  X    D'io  x    3  IS" 

25.4 

7.46 

•  • 

" 

" 

.< 

8 

6 

i 

3r  x  61-  x  3a 

28.0 

8.25 

" 

- 

" 

•• 

TS- 

6 

i 

3i  x  6     x  3^ 

29.3 

8.63 

" 

" 

'• 

- 

1 

7 
8 

3  la  x    6  ft  x    3  & 

3t  x  61  x  3|- 

32.0 
346 

9.40 
10.17 

" 

" 

" 

•' 

H 

f 

100 


WEIGHTS  OF  ANGLES 


All  dimension*  lu.lnohce 


SIZE 

1 
8 

3 
16 

1 
4 

5 
16 

3 

8 

7 
16 

l 

9 
16 

5 

8 

11 
16 

3 

13 
16 

7 
8 

15 
16 

1 

* 

4 

SIZE 

8    x   8 

264 

29.5 

327 

35  8 

38.9 

42.0 

45.0 

480 

51.0 

540 

5R9 

8x8 

6    x   6 

14.8 

17.2 

19.6 

21.9 

24.2 

26.5 

28.7 

30.9 

33.1 

35.3 

37.4 

6    x  6 

•* 

* 

5    x-  5 

12.3 

14.3 

16.2 

18.1 

20.  0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 

5    „  5 

4    x  4 

8.2 

9.8 

11.3 

12.8 

14.3 

15.7 

17.1 

18.5 

19.9 

4    x  4 

31             Oi 
2     X      O2 

7.1 

8.5 

9.8 

11.1 

12.3 

13.6 

14.8 

16.0 

17.1 

31           01 
3"  "    Oa" 

3    x  3 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.4 

3    x  3 

* 

* 

21-  x  21 

4.5 

5.5 

6.6 

7.6 

8.5 

2j-x  21- 

2i  x   2i 

3.1 

4.0 

5.0 

5.9 

6.8 

7.7 

2i  x  2* 

* 

41 

2^-  x   2i 

2.8 

3.7 

4.5 

5.3 

6.1 

6.8 

3f  x  2* 

2    x  2 

2.5 

3.2 

4.0 

4.7 

5.3 

2    «  2 

IS-x     11 

2.1 

2.8 

3.4 

4.0 

4.6 

If  x     H 

U  x     H 

1.2 

1.8 

2.4 

2.9 

3.4 

H   x     1-J 

li   x     H 

1.0 

1.5 

1.9 

2.4 

* 

li  x     1  J 

1         X       1 

0.8 

1.2 

1.5 

1*1 

SIZE 

1 
8 

3^ 

1 
4 

5 
16 

3 
S 

7 
16 

i 

9 
16 

5 

8 

11 

3 
4 

13 
16 

7 
8 

15 
16 

1 

*h 

4 

SIZE      I 

# 

15.0 

17.0 

19.0 

21.0 

23.0 

24.9 

26.8 

28.7 

30.5 

32.3 

7    x  3J 

6    x  4 

123 

143 

16.2 

18  1 

20.0 

21  8 

236 

254 

9,73 

28.9 

306 

6x41 

6    x  31 

11.7 

13.5 

15.3 

17.1 

18.9 

20.6 

22.3 

24.0 

25.7 

27.3 

28.9 

0 

*                ; 

5    x  4 

11.0 

12.8 

145 

16.2 

17.8 

19.5 

21.1 

22.6 

242 

5x41 

5    x  31 

8.7 

10.4 

12.0 

13.6 

15.2 

16.8 

18.3 

19.8 

21.3 

22.7 

5     x  3  J 

5    x  3 

8.2 

9.8 

11.3 

12.8 

14.2 

15.7 

17.1 

18.5 

19.9 

5x3 

* 

*             1 

4    *  3i 

7.7 

9.1 

10.5 

11.9 

13.3 

14.6 

15.9 

17.2 

18.5 

4    x  3i| 

4    x  3 

7.1 

8.5 

9.8 

11.1 

12.3 

13.6 

14.8 

16.0 

17.1 

4    x  3  1 

3i  x  3 

6.6 

7.8 

9.1 

10.2 

11.4 

12.5 

13.6 

14.7 

15.7 

3ix   3 

31  «  2i 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.4 

12.4 

3^  x  2  J 

3    x  24 

4.5 

5.5 

6.6 

7.6 

8.5 

9.5 

3    x  24 

3    x  2 

4.0 

5.0 

5.9 

6.8 

7.7 

3    «   2 

2-jr*  2 

2.8 

3.7 

4.5 

5.3 

6.1 

6.8 

2i-x  2 

SIZE 

1 

8 

3 
16 

1 
'4 

5 

16 

3 

S 

& 

1 
2 

9 
16 

5 

8 

If 

3 

4 

13 
16 

f 

15 
16 

1 

*& 

ji 

SIZE 

Angles  marked    *  are  special                                                                                                                             : 

101 


ANGLES 

Vifn  In  square  inches. 

SIZE 

1 
ft 

3 
16 

1_ 

5 
16 

3. 

8 

7 
16 

J^ 

9 
16 

S 

8 

11 

Jff 

3 
T 

13 
16 

7 
8 

is 

16 

1 

ih 

if 

SIZE 

8    x  8 

7.75 

8.68 

9.61 

10.53 

11.44 

12.34 

13.23 

1412 

15.00 

15.87 

16.73 

8    x  8 

6    x  6 

436 

5.06 

5.75 

6.43 

7.11 

7.78 

8.44 

9.09 

9.74 

10.37 

11.00 

6    x  6 

* 

* 

5    x  5 

3.61 

418 

475 

5.31 

5.86 

6.42 

6.94 

7.46 

7.99 

8.50 

9.00 

5    «  5 

4    x  4 

2.40 

2.86 

3.31 

3.75 

4.18 

461 

5.03 

5.44 

5.84 

4    x  4 

3i  x  3= 

2.09 

2.48 

2.87 

3.25 

3.62 

3.98 

4.34 

4.69 

5.03 

3^  x  31 

3    x  3 

1.44 

1.78 

2.11 

2.43 

2.75 

3.06 

3.36 

3    x  3 

* 

* 

2«3-  x  2! 

1.31 

1.62 

1.92 

2.22 

2.50 

2™      2s 

2'         o1 
2     X      ^  = 

0.90 

1.19 

1.47 

1.73 

2.00 

2.25 

2^-x  2^ 

* 

^. 

2L  -    O1 
4'     X      *54 

0.81 

1.06 

1.31 

1.55 

1.78 

2.00 

21  «  21 

2    <  2 

0.72 

0.94 

1.15 

1.36 

1.56 

2    x  2 

li  «  l! 

0.62 

0.81 

1.00 

1.17 

1.30 

If  x   !«* 

H  x  u 

0.36 

0.53 

0.69 

0.84 

0.99 

U    x     1-i 

1!-  x  U 

0.30 

0.43 

0.56 

0.69 

if,  li 

1       x     1 

0.24 

0.34 

0.44 

1         X       1 

SIZE 

l 

8 

3 
16 

1 
4 

3 
16 

3_ 

b 

JL 

2 

9 
16 

5 

8 

1G 

3 

T 

13 
16 

t 

15. 
16 

1 

lh 

if 

SIZE 

* 

7    x  32l 

4.40 

5.00 

5.59 

6.17 

6.75 

7.31 

7.87 

8.42 

8.97 

9.50 

* 
7    x  31 

6    x  4 

3.61 

4l8 

475 

5.31 

5.86 

6.41 

6.94 

7.47 

7.99 

8.50 

9.00 

6    x  4 

6    x  3| 

3.42 

3.97 

450 

5.03 

5.55 

6.06 

6.56 

7.06 

7.55 

3-03 

8.50 

6    x  3- 

l 

* 

5    x  4 

3.23 

3.75 

425 

475 

5.23 

5.72 

6.19 

6.65 

7.11 

5    «  4 

5    x  3| 

2.56 

3.05 

3.53 

400 

4.47 

492 

5.37 

5.81 

6.25 

6.67 

5    x  3J 

5    x  3 

2.40 

2.86 

3.31 

3.75 

418 

461 

5.03 

5.44 

5.84 

5    x  3 

„ 

* 

4    x  3J- 

2.25 

2.67 

3.09 

3.50 

3.90 

430 

468 

5.06 

5.43 

4    x  31 

4    x  3 

2.09 

2.48 

2.87 

3.25 

3.62 

3.98 

434 

469 

5.03 

4    x  3 

3J  x  3 

1.93 

2.30 

2.65 

3.00 

3.34 

3.67 

400 

431 

4.62 

3j  x  3 

3tx  2^ 

1.44 

1.78 

2.11 

2.43 

2.75 

3.06 

3.36 

3.65 

3aL  x  2^ 

3    x  2\ 

1.31 

1.62 

1.92 

2.22 

2.50 

2.78 

3    x  2i 

3    x  2 

1.19 

1.47 

1.73 

2.00 

2.25 

3    x  2 

21  x  2 

0.81 

L06 

1.31 

1.55 

1.78 

2.00 

2«-x  2 

SIZE 

1 
8 

3 

16 

i 

16 

3 

8 

7 
16 

l 
2 

9 
16 

S 

8 

11 
16 

3 
4 

16 

7 

9 

J6~ 

1 

*h 

if 

SIZE 

Angles  marked  *  are  special. 

102 


UNIVERSITY  OF  CALIFORNIA  LIBRARY 
BERKELEY 


Return  to  desk  from  which  borrowed. 
This  book  is  DUE  on  the  last  date  stamped  below. 

ENGINEERING  LIBRARYr 


MAY  18  1950 


DEC  28  1953 


LD  21-100m-9,'48(B399sl6)476 


793205 


jnng 
Library; 

UNIVERSITY  OF  CALIFORNIA  LIBRARY 


